20021617 Ver 1_COMPLETE FILE_20021008

GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To:
NCDENR - Wetland Division
2321 Crabtree Blvd. Suite 250
Parkview Building
Raleigh, NC 27604
WE ARE SENDING YOU: ¦
? Shop drawings ?
? Copy of Letter ?
LETTER OF TRANSMITTAL
Date: Feb. 24, 2004 Job No. 51665
Attention: Mr. John Dorney
Re: Westmoreland Subdivision
Revisions to Pond #3
DWQ # 02-1217
Via US Mail
Attached ? Under separate cover via the following items:
Prints ? Plans Samples ? Specifications
Change Order ?
Operation Agreement
THESE ARE TRANSNIITTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
Remarks:
Please find the enclosed information per your February 17, 2004 letter. Thank you for your
assistance in resolving this matter.
Than !
Copy to: Signed:
By: S. Van Sickle A LA
Associate
02/23/2004 02:58:27 PM Mathis, Becky James McElroy Diehl
WETLANDS 1401 GROUP

FEB 2 5 2004 FOR REGISTRATION JUDITH A. GIBSON
`S CO DEEDS
I'IECKLENLENBL6tG COUNTY, NC
2003 DEC 30 03:80 PM
BK:16620 PG:515-538 FEE:580.00
TER QUALITY SECTION INSTRUPENT R 2993310867
WA ME am
2MM10067
Page 2
STATE OF NORTH CAROLINA DECLARATION OF BUT EASEMENTS
FOR
COUNTY OF MECKLENBURG WESTMORELAND/COMMONS/HARBORSIDE
THIS DECLARATION OF BUT EASEMENTS FOR
WESTMORELAND/COMMONSMARBORSIDE (this "Declaration") is made and entered into as of
this 20 day of December, 2003 (the "Effective Date"), by and among PARKWAY BUSINESS
PARTNERS, L.L.C., a North Carolina limited liability company, and KILLIAN/SIMONINI,
L.L.C., a North Carolina limited liability company (hereinafter together (including their respective
successors and assigns) referred to as "Commons Joint Venture"); HAR13ORSIDE COMMONS
APARTMENTS, LLC, a North Carolina limited liability company (hereinafter (including its successors
and assigns) referred to as `Harborside"); and WESTMORELAND COMMUNITIES, LLC, a North
Carolina limited liability company (hereinafter (including its successors and assigns) referred to as
WITNESSETH:
WHEREAS, Commons Joint Venture is the owner of those certain tracts of land in
Mecklenburg County, North Carolina containing in total 8.438 acres designated "DRAINAGE
AREA D" ("Commons Joint Venture Sub-Parcel") and "TRACT D" ("Town Parcel") on the map
entitled "THE COMMONS" recorded in Map Book OO , Pages 5' _&Zj_ in the Office of the
Register of Deeds for Mecklenburg County, North Carolina ("Record Plat"); and
WHEREAS, Harborside is the owner of that certain tract of land in Mecklenburg County, North
Carolina containing 16.577 acres designated "TRACT B" ("Harborside Parcel") on the Record Plat; and
WHEREAS, WCLLC is the owner of those certain tracts of land in Mecklenburg County, North
Carolina containing in total 16.811 acres designated "DRAINAGE AREA A," "DRAINAGE AREA B,"
"DRAINAGE AREA C" and "TRACT C" (collectively, "WCLLC Sub-Parcels") on the Record Plat; and
WHEREAS, WCLLC is also the owner of that certain tract of land designated as "Pond
Easement" (herein, the "BMP Tract") on the Record Plat and those certain tracts of land (and the
Drawn By and Mail to:
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John W. Beddow
James, McElroy & Diehl, P.A.
600 South College Street
Charlotte, NC 28202
02/23/2004 02:58:49 PM Mathis, Becky James McElroy Diehl Page 3
drainage improvements from time to time located therein) designated "DRAINAGE EASEMENT
A" and "DRAINAGE EASEMENT B" on the Record Plat;
WHEREAS, that certain tract of land designated "DRAINAGE EASEMENT C" on the
Record Plat is a portion of the Town Parcel (the BMP Tract, Drainage Easement A, Drainage
Easement B and Drainage Easement C being collectively referred to herein as the "Drainage
Easement Tract"); and
WHEREAS, the Commons Joint Venture Sub-Parcel, the Town Parcel, the Harborside
Parcel and the WCLLC Sub-Parcels are hereafter sometimes together referred to as the "Benefited
Parcels"; and
WHEREAS, certain storm water drainage and detention and water quality facilities (which may
include, without limitation, dams, conduits, drainage pipes, sediment forebays, outlets, rip rap, discharge
pipes and other facilities) to serve the Benefited Parcels are or are to be located on the Benefited Parcels
and the BMP Tract; and
WHEREAS, the parties hereto desire to establish and create certain covenants, conditions,
easements, rights, obligations, charges, liens and restrictions to facilitate the mutually beneficial
development, maintenance and operation of the Benefited Parcels;
NOW THEREFORE, the parties hereto, for themselves and their respective successors and
assigns, hereby declare that the Benefited Parcels and the BAD Tract shall be held, occupied, used,
rented, enjoyed, transferred, conveyed, mortgaged or otherwise encumbered subject to the following
covenants, conditions, easements, charges, liens, rights and restrictions, which shall encumber and run
with title to the Benefited Parcels and the BMP Tract. The record owner or owners collectively from
time to time of fee simple title to the property within the Commons Joint Venture Sub-Parcel,
including contract sellers but excluding those having such interest merely as security for performance
of an obligation, is or are hereinafter individually and collectively referred to as the "Commons Joint
Venture Sub-Parcel Owner"; provided, however, notwithstanding the foregoing provisions of this
sentence, if an owners association has jurisdiction over all of the Commons Joint Venture Sub-Parcel,
said owners association shall be treated as the Commons Joint Venture Sub-Parcel Owner for all
purposes hereunder and the senior elected officer of said association shall be the representative of such
association. The record owner or owners collectively from time to time of fee simple title to the
property within the Town Parcel, including contract sellers but excluding those having such interest
merely as security for performance of an obligation, is or are hereinafter individually and collectively
referred to as the "Town Parcel Owner"; provided, however, notwithstanding the foregoing provisions
of this sentence, if an owners association has jurisdiction over all of the Town Parcel, said owners
association shall be treated as the Town Parcel Owner for all purposes hereunder and the senior elected
officer of said association shall be the representative of such association. The record owner or owners
collectively from time to time of fee simple title to the property within the Harborside Parcel,
including contract sellers but excluding those having such interest merely as security for performance
of an obligation, is or are hereinafter individually and collectively referred to as the "Harborside Parcel
Owner"; provided, however, notwithstanding the foregoing provisions of this sentence, if an owners
association has jurisdiction over all of the Harborside Parcel, said owners association shall be treated
as the Harborside Parcel Owner for all purposes hereunder and the senior elected officer of said
association shall be the representative of such association. The record owner or owners collectively
from time to time of fee simple title to the property within the BMP Tract and the WCLLC Sub-
Parcels, including contract sellers but excluding those having such interest merely as security for
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performance of an obligation, is or are hereinafter individually and collectively referred to as the
"WCLLC Sub-Parcels Owner"; provided, however, notwithstanding the foregoing provisions of this
sentence, if an owners association has jurisdiction over the entire BMP Tract and all of the WCLLC
Sub-Parcels, said owners association shall be treated as the WCLLC Sub-Parcels Owner for all
purposes hereunder and the senior elected officer of said association shall be the representative of such
association.
The Commons Joint Venture Sub-Parcel Owner, Town Parcel Owner, Harborside Parcel
Owner and WCLLC Sub-Parcels Owner are hereinafter generically referred to individually as
"Owner" and collectively as "Owners"
1. Construction Easements. The parties, to the extent applicable, hereby dedicate to the
extent reasonably required in connection with the performance of any construction, improvement or
related work contemplated under the terms of this Declaration, temporary i.e. expiring and terminating
on the date of completion of the relevant work and the acceptance of such work by the appropriate
governmental authorities), non-exclusive easements which shall permit from time to time performance
of such construction, improvement and related work.
Any party exercising such easement rights (and its agents, employees, contractors and
subcontractors) shall exercise same in a manner that does not unreasonably interfere with any
construction or other activities being conducted on the remainder of the Benefited Parcels. Also, any
party exercising such easement rights shall restore and repair, at its sole cost and expense, any areas of
the Benefited Parcels disturbed by such party's exercise of such easement rights such that any
property so disturbed is returned, as nearly as reasonably possible considering the nature of the work
performed, to the condition in which it appeared prior to such exercise of such easement rights.
Further, any party exercising such easement rights shall indemnify all other parties from and
against any and all losses, costs, damages, fines, penalties, liabilities, claims (including, without
limitation, any lien claims and other claims of mechanics and materialmen), judgments, court costs and
legal or other expenses (including, without limitation, reasonable attorneys' fees and expenses) which
any such other party may incur arising out of the exercise of such easement rights by such exercising
party-
2- Initial Construction of BMP Improvements Revisions to Record Plat/Declaration..
Commons Joint Venture and WCLLC are responsible for initially constructing within the Drainage
Easement Tract and the BMP Tract as set forth in Exhibit A and in accordance with all applicable
governmental regulations and the requirements of Paragraph 6 herein, those certain storm water
drainage and detention and water quality facilities necessary to regulate and control storm water runoff
from the Benefited Parcels and direct same into the lake area located within the BMP Tract ("BMP
Tract Lake Area"), said storm water drainage and detention and water quality facilities being more
specifically described in Exhibit A attached hereto and made a part hereof "Initial BMP
Improvements" (the "Initial BMP Improvements"), provided, however, Harborside shall be
responsible for completing the construction of any Initial BMP Improvements to be located within
Drainage Easement C in accordance with applicable governmental regulations. In the event
Commons Joint Venture and/or WCLLC fails to complete the construction of the Initial BMP
Improvements as set forth in Exhibit A. Harborside and its employees, agents, contractors, licensees and
invitees from time to time shall have the right, at its sole option and without notice, to enter onto
the Drainage Easement Tract and the BUT Tract and perform and/or complete the construction
of the Initial BMP Improvements in accordance with applicable governmental regulations and
Commons Joint Venture and WCLLC shall be jointly and severalty liable to reimburse Harborside
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within thirty (30) days of written demand therefor for any and all costs and expenses incurred by
Harborside with respect to such construction.
The Commons Joint Venture Sub-Parcel Owner is responsible for initially constructing within
the Commons Joint Venture Sub-Parcel in accordance with all applicable governmental regulations
and the requirements of Paragraph 6 herein certain storm water detention and water quality features
necessary to regulate and control storm water runoff from the Commons Joint Venture Sub-Parcel and
direct same to the BMP Tract Lake Area (the "BUT Improvements to Commons Joint Venture Sub-
Parcel'). Except for the Initial BUT Improvements to be located within Drainage Easement C (which
are the responsibility of the Harborside Parcel Owner), the Town Parcel Owner is responsible for
initially constructing within the Town Parcel in accordance with all applicable governmental
regulations and the requirements of Paragraph 6 herein those storm water detention and water quality
features necessary to regulate and control storm water runoff from the Town Parcel and direct same to
the BMP Tract Lake Area (the "BMP Improvements to Town Parcel").The Harborside Parcel Owner
is responsible for initially constructing within the Harborside Parcel in accordance with all applicable
governmental regulations and the requirements ofParagranh 6 herein certain storm water detention and
water quality features necessary to regulate and control storm water runoff from the Harborside Parcel
and direct same to the BUT Tract Lake Area (the "BMP Improvements to Harborside Parcel"). The
WCLLC Sub-Parcels Owner is responsible for initially constructing within the applicable WCLLC
Sub-Parcels in accordance with all applicable governmental regulations and the requirements of
Paragraph 6 herein certain storm water detention and water quality features.necessary to regulate and
control storm water runoff from the applicable WCLLC Sub-Parcels and direct same to the BMP Tract
Lake Area (the "BMP Improvements to WCLLC Sub-Parcels"). The Initial BMP Improvements,
BMP Improvements to Commons Joint Venture Sub-Parcel, BMP Improvements to Town Parcel,
BMP Improvements to Harborside Parcel and BMP Improvements to WCLLC Sub-Parcels are
hereinafter collectively referred to as `BMP Improvements." When the Initial BMP Improvements are
complete, the Owners of the Benefited Parcels shall promptly execute and cause to be recorded in the
Office of the Register of Deeds for Mecklenburg County, North Carolina such revisions of the Record
Plat-and/or this Declaration as may be necessary or desirable to more fully reflect the locations of the
Initial BMP Improvements and rights and obligations with respect thereto. Furthermore, as any
additional BMP Improvements are completed, the Owners of the Benefited Parcels shall promptly
execute and cause to be recorded in the Office of the Register of Deeds for Mecklenburg County,
North Carolina such further revisions of the Record Plat and/or this Declaration as may be necessary or
desirable to more fully reflect the locations of the BMP Improvements and rights and obligations with
respect thereto. Upon completion of the Initial BMP Improvements, at its expense, WCLLC shall
cause to be prepared and recorded in the Office of the Register of Deeds for Mecklenburg County,
North Carolina a subdivision plat of the BMP Tract and shall undertake to have the BMP Tract
assessed as a single tax parcel.
3. Easements for BMP Improvements; Maintenance of BMP Improvemenrts. The parties
dedicate perpetual non-exclusive rights, privileges and easements to drain storm water run-off from the
Benefited Parcels, as the same hereafter may be improved, onto and across such areas of the Benefited
Parcels as shall from time to time contain the BMP Improvements (collectively, "Storm Drainage
Easement Areas") and the BMP'Tract, and into and through the BMP Improvements, including the
right to impound storm water within the BMP Tract.
Following completion of the initial construction from time to time of the BMP Improvements
in accordance with the requirements set forth in ParauWh 2 the BMP Improvements shall be
maintained, repaired and reconstructed (when necessary) from time to time by the Owner(s) of the
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Property upon which such BMP Improvements are located and in such manner as shall be necessary to
maintain them in a fast-class condition in compliance with all applicable governmental regulations. In
the event any Owner(s) fails, at any time, to satisfy its obligations under this Paragraph 3 on or before the
date that is fifteen (15) days following receipt by such defaulting Owner(s) of written notice of such failure,
any Owner (or all of them) and their employees, agents, contractors, licensees and invitees from time to
time shall have the right (without being required to do so), at their sole option, to enter onto the
Storm Drainage Easement Areas and the BMP Tract and obtain performance of any such
required maintenance, repairs or reconstruction on behalf of such defaulting Owner(s) and recover
from such defaulting Owner(s) upon written demand all amounts expended to obtain performance of any
such maintenance, repairs or reconstruction, together with all reasonable costs and expenses incurred
(including, without limitation, reasonable attorneys' fees) with respect to such recovery. Should such
defaulting Owner(s) fail to timely pay the amount(s) due pursuant to the terms of this Paragraph 3 such
performing Owner(s) shall be entitled to exercise any and all rights and remedies available at law or in
equity to recover the amount(s) due hereunder (together with all reasonable costs and expenses of
exercising such remedies, including, without limitation, reasonable attorneys' fees) from such
defaulting Owner(s).
4. Common Costs for Maintenance Insurance and Taxes for the BUT Tract. The
Owner(s) from time to time of the Benefited Parcels shall be responsible for payment of a pro rata share
of the costs of (a) routine maintenance, repairs and replacements for the BMP Improvements located
within the BMP Tract, (b) premiums for a policy of liability insurance covering claims associated with
the BMP Tract; (c) all ad valorem real property taxes or special improvement taxes levied or assessed
against the BMP Tract; and (d) the reasonable fees of the Managing Agent (as defined below)
(collectively, the "BMP Common Costs" ); provided, however, in the event that the Town Parcel is
conveyed by Commons Joint Venture to the Town of Cornelius, the Owner of the Town Parcel shall
have no obligation to pay any portion of the BMP Common Costs so long as the Town Parcel is used
solely for the preservation of such land as open space (which may include, so long as no impervious
coverage allocation is required with respect thereto, use of same as a greenway and/or neighborhood
mini-park containing no facilities other than picnic tables and/or picnic shelters and/or playground
equipment), pursuant to clearly established conservation policies yielding significant public benefits and
so long as such Owner is an eligible donee under N.C.G.S. Section 105-151.12(a). The parties hereto
acknowledge and agree that the following percentage allocations shall govern the pro rata shares of the
BMP Common Costs, as calculated based upon the approximate percentage ownership of the total
acreage of the Benefited Parcels as of the date of this Declaration, as follows: Commons Joint Venture
Sub-Parcel Owner. 5.81 % (based upon approximately 2.429 total acres within the Benefited Parcels as
shown on the Record Plat); Town Parcel Owner: 1437% (based upon approximately 6.009 total acres
within the Benefited Parcels as shown on the Record Plat); Harborside Parcel Owner: 39.63% (based
upon approximately 16.577 total acres within the Benefited Parcels as shown on the Record Plat); and
WCLLC Sub-Parcels Owner: 40.19% (based upon approximately 16.811 total acres within the
Benefited Parcels as shown on the Record Plat) and such percentage allocations shall be adjusted from
time to time upon any conveyance of a portion of the Benefited Parcels by the Owner(s) thereof;
provided, however, no amendment to this Declaration shall be necessary to effect such adjustment(s).
In the event that the Town Parcel is conveyed by Commons Joint Venture to an eligible donee under
N.C.G.S. Section 105-151.12(a) and the Town Parcel is used by such Owner in accordance with the
foregoing provisions, the following percentage allocations shall govern the pro rata shares of the BMP
Common Costs, as calculated based upon the approximate percentage ownership of the total acreage of
the Benefited Parcels (excluding the Town Parcel) as of the date of this Declaration, as follows:
Commons Joint Venture Sub-Parcel Owner: 6.78% (based upon approximately 2.429 total acres within
the Benefited Parcels as shown on the Record Plat); Town Parcel Owner. 01%; Harborside Parcel
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Owner. 46.28% (based upon approximately 16.577 total acres within the Benefited Parcels as shown
on the Record Plat); and WCLLC Sub-Parcels owner 46.94% (based upon approximately 16.811 total
acres within the Benefited Parcels as shown on the Record Plat) and such percentage allocations shall
be adjusted from time to time upon any conveyance of a portion of the Benefited Parcels by the
Owner(s) thereof; provided, however, no amendment to this Declaration shall be necessary to effect
such adjustment(s). The Owner(s) from time to time of the Benefited Parcels shall at all times retain a
managing agent mutually acceptable to them ("Managing Agent") to administer and account for the
BUT Common Costs and collection and disbursement of sums payable pursuant to the provisions of
this Paragraph 4. Any such Managing Agent shall serve in such capacity until such time as the Owners
of the Benefited Parcels shall appoint a successor Managing Agent by majority consent, each such
Owner being entitled to appointment rights in accordance with the percentage ownership allocations set
forth above. At least annually (but no more often than once each quarter), the Managing Agent shall
deliver to each Owner a written invoice which sets forth the BMP Common Costs for the time period
covered by such invoice (together with reasonable supporting documentation regarding
thereof) and each Owner shall remit such amount to the Managing Agent within thirty (30) days after
receipt of such invoice. Upon receipt of payments from the Owners, the Managing Agent shall
reimburse the Owner of the BUT Tract (or such other Owner(s) entitled to reimbursement attributable
to such costs and expenses in accordance with P_ aW ph 3 above) for such BMP Common Costs, less
the reasonable agreed-upon fees of the Managing Agent. Should any Owner fail to timely pay the
amount(s) due pursuant to the terms of this Paragraph 4 the Managing Agent shall be entitled to
exercise any and all rights and remedies available at law or in equity to recover the amount(s) due
hereunder (together with all reasonable costs and expenses of exercising such remedies, including,
without limitation, reasonable attorneys' fees) from the owner of any portion of the property located
within the Benefited Parcels. Any Owner shall have the right to examine the books and records of the
Managing Agent following at least fifteen (15) days prior written notice to the Managing Agent
5. Silt Removal. During construction of building and other improvements on any portion
of the Benefited Parcels (a "Developing Property"), each Owner shall use commercially reasonable
efforts and maintain customary industry practices to prevent sedimentation from such Developing
Property from being washed into the BMP Tract Lake Area. In the event that sedimentation from
such Developing Property is washed into the BMP Tract Lake Area, the owner of such Developing
Property shall therefore, in each such instance, be obligated to pay its pro rata share (or all) of the
documented costs and expenses incurred associated with the periodic removal of excess silt from
the BMP Tract Lake Area during such construction activities on the Developing Property, provided
such removal is necessary to maintain the designed capacity of the BMP Tract Lake Area. Any
Owner's pro rata share of such expenses and costs shall be calculated by multiplying the total costs
and expenses incurred in connection with such silt removal multiplied by a fraction, the numerator of
which shall be the total acreage of the Developing Property served by the BMP Tract Lake Area that is
not stabilized in accordance with all applicable governmental regulations at the time such expenses are
incurred, and the denominator of which shall be the total acreage of the portion of the Benefited
Parcels served by the BMP Tract Lake Area that is not stabilized in accordance with all applicable
governmental regulations at the time such expenses are incurred. The calculation of any applicable pro
rata share of such expenses shall be made by the Managing Agent in its reasonable discretion.
6. Permitted Impervious Coverage As set forth in the "Drainage Area Table" on the
Record Plat and designated as "Impervious" (the "Impervious Plan"), Commons Joint Venture agrees
that not more than 1.25 acres of impervious coverage shall initially be developed on the Commons Joint
Venture Sub-Parcel and no impervious coverage shall initially be developed on the Town Parcel,
Harborside agrees that not more than 9.47 total acres of impervious coverage shall initially be
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developed on the Harborside Parcel and WCLLC agrees that not more than 6.88 acres of impervious
coverage shall initially be developed on the WCLLC Sub-Parcels. All BMP Improvements to be
constructed on the Benefited Parcels pursuant to Paragraph 2 above shall be constructed to permit
and accommodate the combined total impervious area for the Benefited Parcels as set forth in the
Impervious Plan. In the event that any Owner elects to increase the impervious coverage area for
such Owner's Benefited Parcel (or portion thereof), each such Owner shall comply with all laws,
ordinances and regulations of any appropriate governmental authorities having jurisdiction over the
Benefited Parcels governing impervious coverage restrictions with respect to the Benefited Parcels,
including, without limitation, the maximum combined total impervious area applicable to the portion
of the Benefited Parcels subject to that certain Consent Decree recorded in Book 14366, Pages 590-
600 in the Office of the Register of Deeds for Mecklenburg County, North Carolina as set forth in
said Consent Decree (i.e., seventy percent (70%)). Furthermore, in connection with any permitted
increase in the impervious coverage area for a Benefited Parcel (or portion thereof), the Owner of
such Benefited Parcel (or portion thereof) shall be solely responsible for all costs and expenses
necessary to modify, reconfigure, expand or reconstruct the BMP Tract, the BMP Tract Lake Area
and the BMP Improvements located within the Storm Drainage Easement Areas in order to permit
and accommodate such increase in the combined total impervious coverage area for the Benefited
Parcels.
7. Condemnation. If part of the BMP Tract or the BMP Improvements shall be taken or
condemned by any authority having the power of eminent domain, all compensation and damages for
and on account of the taking of the BMP Tract or the BMP Improvements, exclusive of compensation
for consequential damages to certain affected Benefited Parcels or portion thereof, shall be paid to the
Owner(s) of such affected Benefited Parcels to be held in trust for the benefit of all Owners of the
Benefited Parcels according to the loss or damages to their interests (as determined in accordance with
the percentage shares set forth in Paragraph 4 above) and such proceeds shall be used to restore the
BMP Tract or BMP Improvements with the excess, if any, paid to the Owner(s) of such affected
Benefited Parcels containing the BMP Tract or the BMP Improvements, as applicable. Nothing herein
is to prevent Owners whose Benefited Parcels are specifically affected by the taking or condemnation
from joining in the condemnation proceedings and petitioning on their own behalf for consequential
damages relating to loss of value of the affected Benefited Parcels, or personal improvements therein,
exclusive of damages relating to such BMP Tract or BMP Improvements. In the event that the
condemnation award does not allocate consequential damages to specific Owners, but by its terms
includes an award for reduction in value of a Benefited Parcel(s) without such allocation, the award
shall be divided among the Owners of such affected Benefited Parcels as their interests may appear by
arbitration in accordance with the rules of the American Arbitration Association.
8. Remedies. All rights and obligations set forth in this Declaration shall be
enforceable by action at law or in equity, including, without limitation, by action for specific
performance.
9. Notices. Any notices, requests, or other communications required or permitted to be
given hereunder shall be in writing and shall be either (i) delivered by hand, (ii) mailed by United
States registered mail, return receipt requested, postage prepaid, (iii) sent by a reputable, national
overnight delivery service (e.g., Federal Express, Airborne, etc.) or (iv) sent by facsimile (with the
original being sent by one of the other permitted means or by regular United States mail) and
addressed to each party at the applicable address set forth herein. Any such notice, request, or other
communication shall be considered given or delivered, as the case may be, on the date of hand delivery
(if delivered by hand), on the third (3rd) business day following deposit in the United States mail (if
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sent by United States registered mail), on the next business day following deposit with an overnight
delivery service with instructions to deliver on the next day or on the next business day (if sent by
overnight delivery service), or on the day sent by facsimile (if sent by facsimile, provided the original
is sent by one of the other permitted means as provided herein in this paragr ph 9 or by regular United
States mail). However, the time period within which a response to any notice or request must be
given, if any, shall commence to run from the date of actual receipt of such notice, request, or other
communication by the addressee thereof. Rejection or other refusal to accept or inability to deliver
because of a changed address of which no notice was given shall be deemed to be receipt of the notice,
request, or other communication. By giving at least ten (10) days prior written notice thereof, any
party hereto may, from time to time and at any time, change its notice address hereunder.
Commons Joint Venture: Parkway Business Partners, LI.C.
8619 S.E. Sabal Street
Hobe Sound, Florida 33455
and
Telephone: [phone]
Facsimile: [phone] (call first)
Killian/Simonini, L.L.C.
817 East Morehead Street
Charlotte, North Carolina 28202
Telephone: [phone]
Facsimile: [phone]
With a copy to: John W. Beddow
James, McElroy & Diehl, P.A.
600 South College Street
Charlotte, North Carolina 28202
Telephone: [phone]
Facsimile: [phone]
2185918.09
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Harborside:
Mathis, Becky James McElroy Diehl Page 10
c/o Charter Properties, Inc.
If by overnight courier service or hand delivery:
1520 South Boulevard, Ste. 215
Charlotte, North Carolina 28203-4724
If by mail:
P.O. Box 37166
Charlotte, North Carolina 28237-7166
Attention: Mr. Joseph E. Kaylor,
President
Telephone: [phone]
Facsimile: [phone]
With a copy to: Peter McLean III
Kennedy Covington Lobdell & Hickman L.L.P.
Hearst Tower, Suite 4700
214 N. Tryon Street
Charlotte, North Carolina 28202
Telephone: [phone]
Facsimile: [phone]
WCLLC: Westmoreland Communities, LLC
c% Provident Development Group, Inc.
6707 Fairview Road, Suite B
Charlotte, North Carolina 28210
Telephone: [phone]
Facsimile: [phone]
With a copy to: Killian/Simonini, L.L.C. (See above for Contact Information)
10. Miscellaneous.
(a) This Declaration constitutes the entire agreement between the parties hereto with
respect to the subject matter hereof, and it is understood and agreed that all undertakings, negotiations,
representations, promises, inducements and agreements heretofore had between these parties are
merged herein.
(b) The provisions of this Declaration shall inure to the benefit of, and shall be binding
upon, the parties hereto and their respective heirs and permitted successors and assigns, as may be
applicable. If an owners association has jurisdiction over any Benefited Parcel (or portion thereof), the
Owner of such Benefited Parcel (or portion thereof) may assign such Owner's rights, duties and
obligations as set forth in this Declaration to such owners association and upon the express assumption
of such owners association of all rights, duties and obligations of such Owner and the written
agreement by such owners association to be perform all such duties and obligations in accordance with
9 2195379,pg
us: CH
02/23/2004 03:03:20 PM Mathis, Becky James McElroy Diehl Page it
terms set forth herein (as evidenced by a recorded acknowledgement of such assumption and
agreement), such Owner shall release all of the rights granted herein and shall be released from the
duties and obligations imposed herein.
(c) TIME IS OF THE ESSENCE in this Declaration. In addition, if the final day of any
period of time set out in any provision of this Declaration falls on a Saturday, Sunday or holiday
recognized by Bank of America, N.A., or any successor thereto ("Bank of America', in Charlotte,
North Carolina, then in such case, such period shall be deemed extended to the next day which is not a
Saturday, Sunday or holiday recognized by Bank of America in Charlotte, North Carolina.
(d) No presumption shall be created in favor of or against any party with respect to the
interpretation of any term or provision of this Agreement due to the fact that this Declaration was
prepared by or on behalf of one of said parties.
(e) The captions used in connection with the paragraphs of this Declaration are for reference
and convenience only and shall not be deemed to construe or limit the meaning of the language contained
in this Declaration or be used in interpreting the terms and provisions of this Declaration.
(f) Words of any gender used in this Declaration shall be held and construed to include any
other gender, and words in the singular number shall be held to include the plural and vice versa, unless
the context requires otherwise.
(g) When anything is described or referred to in this Declaration in general terms and one or
more examples or components of what has been described or referred to generally is associated with that
description (whether or not following the word "including"), the examples or components shall be deemed
illustrative only and shall not be construed as limiting the generality of the description or reference in any
way.
(h) If any provision of this Declaration is held to be illegal, invalid or unenforceable under
present or future laws, such provision shall be fully severable; this Declaration shall be construed and
enforced as if such illegal, invalid or unenforceable provision had never comprised a part of this
Declaration; and the remaining provisions of this Declaration shall remain in full force and effect and
shall not be affected by the illegal, invalid or unenforceable provision or by its severance from this
Declaration. Furthermore, in lieu of such illegal, invalid or unenforceable provision, then; shall be added
automatically as a part of this Declaration a provision as similar in terms to such illegal, invalid or
unenforceable provision as may be possible and be legal, valid or enforceable.
(i) This Declaration is intended to be performed in the State of North Carolina and shall be
construed and enforced in accordance with the laws of said State.
0) Each party hereto represents and warrants to each other party that the execution of this
Declaration and any other documents required or necessary to be executed pursuant to the provisions
hereof are valid, binding obligations and are enforceable in accordance with their terms.
11. Amendment. The covenants and restrictions of this Declaration, may be amended at
any time and from time to time by an agreement signed by the Owners of not less than seventy-five
percent (75%) of the total acreage located within the Benefited Parcels; provided, however, this
Declaration shall not be terminated, withdrawn or canceled without the unanimous written consent of
all of the Owners of the Benefited Parcels and the consent of all owners or holders of a mortgage or
10 2IM318.08
us: C H
02/23/2004 03:03:49 PM Mathis, Becky James McElroy Diehl Page 12
deed of trust constituting a first lien on any of the Benefited Parcels or any portion thereof. Any such
amendment shall not become effective until the instrument evidencing such change has been filed of
record in the Office of the Register of Deeds for Mecklenburg County, North Carolina.
12. Duration. The covenants and restrictions of this Declaration shall run with and bind
the Benefited Parcels and the BMP Tract until January 1, 2019, after which time they shall be
automatically extended for successive periods of ten (10) years.
[Signatwes begin on foffoivingpage)
I 1 ?a?is.ae
UM CH
VZ/ZJ/LVV4 os:04:09 PM Mathis, Becky James McElroy Diehl Page 13
IN WITNESS WHEREOF, the parties hereto have caused this Declaration to be executed by
persons duly empowered to bind the parties to perform their respective obligations hereunder the day and
year first above written.
By:
"HARBORSIDE"
HARBORSIDE COMMONS APARTMENTS,
LLC, a North Carolina limited liability company
By. Charter Properties, Inc., a South Carolina
corporation, Manager
By:_
Name: // Zl -
Title:
"COMMONS JOINT VENTURE"
PARKWAY BUSDIESS PARTNERS, LL._.,
a North Carolina limited liability company
By:
Kevin J. Hoffman, Manager
By:
Charles E. Thacker, Manager
KMUAN/S1MON % L.L.C.,
North Carolina limited liability company
Alan C. Simonini, Manager
By:
Ray A. Killian, Jr., Manager
[Signatures continue onfoi7owingpage]
II
'1MMOA8
LIB: CH
-c f c. / c WW= W. . vz . iv r?7 rIC616111.7 I L7GliAy uainub L' ur-i1 Vy 111en1 Yag@ 14
By:
"COMMONS JOINT VENTURE"
PARKWAY BUSINESS PARTNERS, L.L.C.,
a North Carolina limited liability company
Kevin J.
E. Thacfer, Member/Manager
By:
By:
KILLIAN/SIMONIR L.L.C.,
a North CarolirJlimited tinhin
company
v41cQ1LVV% vo:vq:ju PM Mathis, Becky James McElroy Diehl Page 15
fwwl C'
WESTMORELAND COMMUA=S, LLC,
a North Carolina limited Imbi7ity company
By: PROVIDENT DEVELOPMENT
GROUP, INC.,
a North Tina corlxlration, its Manager
BY!
Ines D. Waters, President
BY KHXJAN/@MOrWgL "C, a
North Hors ' -lability company,
its er
B3r Alan C.
By:
[ACIWoWedgemeius begin on follolthigpoge]
12 MOON
LM CH
VG/ L.J/ GVVY Vo. VY : IV t-r, naznis, OUCKy fames Mct_.lray Diehl Page 16
STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
I, a Notary Public of S a County and State aforesaid, certify that
nsf personally came befot me this day and acknowledged that he is President
of. CI TER P OPERTIES, INC., a South Carolina corporation -("Charter"),. the manager of
HARBORSIDE COMMONS APARTMENTS, LLC, a North Carolina limited liability company
("Harborside" ), and that he as President of Charter. and being authorized to do so, executed of the
foregoing instrument on behalf of Charter, as the manager of Harborside, as its act and deed. Witness
my hand and official stamp or seal, this z ? ay of December, 2003.
{? ???uNn?rq??
V.
4N&Ublic' ??,J a •,
,?? •?p?uh??? / Imo,
My commission expires: y S ?c;
STATE OF _
COUNTY OF
I, a Notary Public of - County and State aforesaid, certify that Kevin 1. .
Hoffman and Charles E: Thacker personally came before me this day and acknowledged that they are
Managers of PARKWAY BUSINESS PARTNERS, L.L.C., a North Carolina limited liability
company, and that as Managers being authorized to do so, executed of the foregoing instrument on
behalf of the company as its act and deed. Witness my hand and official stamp or seal, this _ day of
December, 2003.
Notary Public
My commission expires:
[Acknotivledgements continue on followingpage]
13 21M8.08
llH:0i
Vdl-I LOI cw11 v3 : U% : D0 em riaznis, necKy James McElroy Diehl Page 17
STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
I, a Notary Public of County and state aforesaid, certify that
personally came before me this day and acknowledged that he is President
of CHARTER PROPERTIES, INC., a South Carolina corporation. (`°Charteel, the manager of
HARBORSIDE COMMONS APARTMENTS, LLC, a North Carolina limited liability company,
("Harborside ), and that he as President of Charter and being authorized to do so, executed of the
foregoing instrument on behalf of Charter, as the manager of Harborside, as its act and deed Witness
my hand and official stamp or seal, this _ day of December, 2003.
Notary Public
My commission expires:
STATE OF Ak C.4 N A
COUNTY OF CKLEN d Co
I, a Notary Public of ? A FUt.ENQd e6- County and State aforesaid, certify that Kevin J.
Hoffman and Charles E. Thacker personally came before me this day and acknowledged that they are
Managers of PARKWAY BUSINESS PARTNERS, L.L.C., a North Carolina limited liability
company, and that as Managers being authorized to do so, executed of the foregoing instrument on
behalf of the company as its act and deed. Witness my hand and official stamp or seal, this AI!6y of
December, 2003.
Notary Public
My con
JI#
expires: ?`ol `f- 06
0 gF,G?? 1.,?'zt.t
= •.*2%
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:
1' ?]
C) ' [Acknowledgements condnite on followingpage]
13 MSMI&m
u&CH
...., - - - - - -- . V V , 11 rr, Via billb , DUUAy fames McElroy Diehl Page 18
STATE OF ?/ b ?QD[.1,?1 A
COUNTY O1. 9 t1 !o
I, a Notary Public of M EC&G W (f County and State aforesaid, certify that Ray A.
Killian, Jr. and Alan C. Simonini personayy came before me this day and acknowledged that they are
S S A cps KII.LIA M MOMR4I L_L.C., a North Carolina limited liabi 'hty comPany, and that as
utborized to do so, executed of the foregoing >n t on behalf of the company as
ytness my hand and oilic' sea- ?y l thi
?P of December, 2003.
Itro
r"c, Notary Public
g
+ c ?
'y ires: 6-a5{-o6
as*
BGR? C?U'``•
rrrao.:3t
STATE OF A' r -nit r ?
COUNTY OF nacn 7
I, a tary Public for 1?1 _pe,p 0 _ County and said State, certify that
D 0 IL personally came before me and acknowledged that be is President of PROVIDENT
GROUP, INC., a North Carolina corporation, and drat by authority duly given and
as the act of the corporation, acting in its capacity as Manager for WESTMORELAND
COMMUNUIE,S, LLC, the foregoing instrument was signed in its name by its
President. W itncss my hand and official stamp or seal, this a day of December, 2003.
Notary Public
-vii .Q?
My commission expires: _ MAI I 2004 d3s 04 ? r Ca
f I; ,-% ?-A f zx
f4cluioivled8mraits continue on follmving page]
14 zIABuun
U&CH
VG/LJ/GVVY V0:VJ:6V el•1 Mathis, becxy James. McElroy Diehl Page 19
STATE OF 1.11-n /I
, Q p 1
COUNTY OF Aj&jj 0
I, a Notary Public for _ rl R-KLI?Ad Q G County and said State, certify that
Ray A Killian, Jr. and Alan C. Simonini personally came before me and acknowledged that they are
Managers of KILLIAN/SIMONIM, L.L.C., a North Carolina limited liability company, and that by
authority duly given and as the act of the company, acting in its capacity as Manager for
WESTMORELAND COMMUNITIES, LLC, the foregoing tcument was signed in its name by its
Manager. Witness my hand and official stamp or seal, tbis - y of December, 2003.
Notary Public
My commission expires: L`2 't-D6
. erecoce-??.
-: ??. ee see •?l ?
V
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15 21MI&07
LM CH
UG/G3/GUU% Vj:u5:4b PM Mathis, Becky James McElroy Diehl Page 20
CONSENT AND SUBORDINATION
OF
PIEDMONT BANK
AND
'VS'II.LIAM A. LONG
The undersigned, being the Lender and Trustee in that certain Real Estate Deed of Trust
executed by PARKWAY BUSINESS PARTNERS L.L.C. and Y-H •T IAN/SIMO
each a North Carolina limited liability company, and recorded in Book 12020, Page 196 in the
Mecklenburg County Public Registry ("Deed of Trust"), do hereby consent to the terms ug
conditions of the Declaration of BMP Easements for Westmoreland/Commons/ .#-S),[C
('Declaration") to which this Consent and Subordination is attached do hereby agree that said
Declaration shall be superior to the lien of the Deed of Trust.
IN WITNESS WIER.EOF, the undersigned have caused this Consent and Subordination
to be duly executed and sealed as of the AP ay o f CQc c,,,,,L c 2003.
BENEFICIARY: PIEDMONT BANK
By: ?..?
U ? President
TRUSTEE: ,?
illiam A. Long
2200234 vi
..? . c .. c ....z vv . WJ . VJ J rrVl ria L 11t5 , DCC;1Sy James Mchiroy Diehl Page 21
STATE OF NOR CAROLINA
COUNTY OF _ z c??_..
?cT/? G • 7 'g certify that 7iyIl fhns ?Lc TTn?J
and aclaiowleded that (the is E t!p of PIEDMONT B ANY, came before me
a e, as E v p
being authorized to do SO, ANY, a corporation,
corporation. Witness my hand and official seal, this the _Z-q- xecuteddaY of December, the mg
,.•.r?+_Z-q- r,
e 11
Lot, c
?°b r ?C.•c,., Notary Public r
i Y?%4n?iF on Expires:.
COVNt ?,a`?
!? OF NORTH CAROLINA
COUNTY OF ?J?/.??rQ?
mac: N c • 17o bz! certify that William A. Long, trustee, personally came before me this
day and acknowledged the execution of the foregoing instrument. Witness my hand and official
s, ,?s. the /Ii day of December, 2003.
v
T,

•G? C
Notary Public `-
Expires: /? 31Ools
2
WJ.Vo:.L% rM Mathis, Becky James McElroy Diehl Page 22
CONSENT AND ORDINATION
OF
CHARTER. ONE BANK. N.A.
RICHARD PO A1VD
WEBS and LAWRENCE E. $Q„l?q
The undersigwdbeing the Lender and T
of Rents and Secs that certain Deed. of Trust; Assiwent
dty Agreement executed by WESTMORELAND CO
North Carolina ulimited
liability company and recorded in Book 14105, Page 513 inCilre
Mecklenbmg Coumty Public Registry ('Deed of Trust do b
conditions of the Declaratiom n of BMP aeby Consent to the t?
("Declaration"} to which this C of and Subo ements for Westmorelammn mmans/ 4??•rs?1?
Demotion shall be superior to the lien of the Deed of T attached and do hereby agree that the
to WITESS WHEREOF, the undersigned have caused this Consent be duly exccuted and sealed as ofthe ? day ofDecember, 20003.
aIId Subordination
?
3.
BENEFICIARY:
TRUSMES:
CEIARTFN
By
Richard P'
E. Helm
zMa1
v.. vv. c.vvz vIJ. WK-1. JV Yl7 ma-cn15, zecKy
STATE OF Ci ((?
COUNTY OF-CU
(s-
fames McElroy Diehl Page 23
tr' A_ I Lt CJqccertifyW fPYtl? L Ali,, Penally cants before Inc
this day and acknowledged that (sic is ?(QY%
fof Charter One Bank, WA, and that (s)he, as being authorized to do so, executed the
e
on behalf of the corporation, QVitness my hand and official seal, this the -- ray of
2003.
otary Public
DARLENE M. TUCKER
Notary Public - State of Ohio
My Commission Expires April 3, 20055
Recorded in Cuyahoga County
L l X I UCIiK certify that Richard Powers, Tnstee, personalty carne before me this
day and acknowledged the execution of the foregoing instrument Witaess my-hand and official
the 4- day of December, 2003.
o Pnhlic
DARLENE M. TUCKER
Notary Public - State of Ohio
My Commission Expires April 3, 2005
Recorded in Cuyahoga County
-oUd ?? (9 Kf.?Li? Certi that Lawrence E. Hetmy Trustee, personally carne before me
ttus ay and acknowledged the execution of the foregoing instrument, Wyness my hand and
a ..:, seal, this the day of December, 2003.
3 o f/: . ? LOAA n .: , 1Public
3` ;son Expires:
DARLENE M. TUCKER
Notary Public - State of Ohio
My Commission Expires April 3, 2005
Recorded In Cuyahoga County
2
-- --------- -?--?,i varu?v? -- -,Y L1G111 raga Lei
Exhibit A
Description of Initial BMP Improvements
Certain storm water drainage and detention and water quality facilities as shown in those certain plans
and specifications entitled "GNA Design Associates, Inc. Westmoreland Subdivision" dated
November 21, 2003, Sheet C-3.6 (Pond #3). The Initial BMP Improvements shall be substantially
completed on or before May 31, 2004 such that the Initial BMP Improvements are functional and will
properly regulate and control storm water runoff from the Benefited Parcels and direct same into the
BMP Tract Lake Area. The Initial BMP Improvements shall be finally completed on or before the
date that is ninety (90) days following the date of completion of construction on those portions of the
WCLLC Sub-Parcels which are served by the BMP Improvements in accordance with applicable
governmental regulations necessary for public dedication and acceptance and the requirements set
forth in Paraeraph 6 herein. It is acknowledged that the plans and specifications for the Initial BMP
Improvements require WCLLC to dedicate, for the benefit of the Town of Cornelius, certain
reasonably useable greenway easements (which may be wholly or partially within or outside of the
BMP Tract) and that WCLLC's obligations hereunder include, without limitation, the obligation to
comply with such requirement.
MM &O8
LIB: CH
?? rl, 1'11A11117, l?ct,ny tjaiuGS ru;clroy Dent page z5
JUDITH A. GIBSON
REGISTER OF DEEDS, MECKLENBURG
COUNTY & COURTS OFFICE BUILDING
720 EAST FOURTH STREET
CHARLOTTE, NC 28202
Filed For Registration: 1213012003 03:00 PM
Book: RE 16620 Page: 515438
Document No.: 2003310067
ESMT 24 PGS $80.00
Recorder. EMEM DREHER
State of North Carolina, County of Mecklenburg
The foregoing certificate of JUDITH V BLACKMON, CHARLES S HARPER, REBECCA W MATHIS, RUTH C
DODD Notaries are certified to be correct. This 30TH of December 2003
JUDITH A. GIBSON, REGISTER OF DEEDS By:
Deputy/Assistant Register of Deeds
1111111 IIIII INII IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII
2003310067
Michael F. Easley, Governor
O R pG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
r Alan W. Klimek, P. E. Director
Division of Water Quality
p Coleen H. Sullins, Deputy Director
Division of Water Quality
Mr. Mark Van Sickle
GNA Design Associates, Inc.
428 East Fourth Street
Suite 408
Charlotte, NC 28202
Dear Mr. Van Sickle;
February 17, 2004
RE: Revised stormwater plan for Westmoreland subdivision
DWQ # 02-1217
Mecklenburg County
On February 3, 2004, the Division of Water Quality received your plans for the
stormwater plan for the Westmoreland subdivision project. These plans are acceptable to DWQ
with the following addition. Please provide a copy of the information so we can complete our
approval of this project.
1. A signed Operation and Maintenance Agreement will be required for this area.
can be reached at 919-733-9646 if you have any questions.

Cc:
File copy
Central files
DWQ Mooresville Regional ;Office
Tom Waters, Provident Development Group, 6707 Fairview Road, Suite B,
Charlotte, NC 28210
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
A
t4 pa
Customer Service
1-877-623-6748
02/04/2004 08:34 7043580766
FAX
GNA DESIGN ASSOC
GNA Design Associates, Inc.
428 East Fourth St. Suite 408
Charlotte NC 28202
[phone]
Fax [phone]
Name: Mr, John Dorney
Organization: NCDENR Division of Water Quality
Fax: [phone]
Phone: [phone]
From: Mark S. Van Sickle ASLA
Date: February 4, 2004
Subject: Westmoreland Subdivision
Revision to Pond #3
DWQ #021617
Pages: 2(including this page)
Comments:
PAGE 01±0;_'
Please find the attached letter outlining what we have been trying to get approved.
Please let me know if there is any additional information you need in order to approve
this request and I will get it to you ASAP. Thanks for your assistance in getting this
resolved!
FE8-4-2004 WED 07:22 TEL:[phone] NAME:DWO-WETLANDS F. 1
A
02/04/2004 08:34 7043590766
GNA DESIGN ASSOCIATES, INC.
February 3, 2004
Mr. John Dorney
NCDENR DWQ
2321 Crabtree Blvd. Suite 250
Parkview Building
GNA DESIGN
ASSOCIATES, INC.
428 East Fourth Stroot
Suite 408 (704).3T3-1907
Charlolte, NC 28202
Fix (704) :358-4766
Dear John:
principah.;
Teresa L. Hawkins, A; I A
Lrindreape Archirecture
Jett D, Oden, PE
Civil tnGin8erinq
r Lee Howell, PLS
5,urveyinp
GHA DESIGN ASSOC ,r PAGE 02/02
Re: Westmoreland Subdivision - Pond 43 Revision
DWO Project No. 021217
Per our phone conversation I have the following information for your
review of our revised plans and calculations. We have incorporated an
off-site dry detention basin into our pond design as well as some
additional on site improvements. The pond was originally approved as a
constructed wetland pond. We do not have the room required to provide
the wetland area and the water surface area needed for all of the
impervious square footage we are treating. After speaking with Todd St,
John it was determined that a traditional Best Management Practice "wet
pond" was an allowable alternative to the previously approved wetland
pond. The calculations break down the on site and off site impervious
areas as well as provide the detailed analysis required for review.
Please call me if you need additional information on this matter.
Sincerely,
GNA DESIGN ASSOCIATES, INC.
Mark S, Van Sickle ASIA
Associate
glcaddlproj1516651corresponence1020304-dwq letter-51665
FEB-4-2604 WED 07:22 TEL:[phone]

NAME:DWO-WETLANDS

0, , ot
40A
P. 2

GNA DESIGN ASSOCIATES, INC. LETTER OF TRANSMITTAL
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
WE'MQ,S 1409 GRO Ui
To: JAN 2
NCDENR - Wetland Division 7 2004
2321 Crabtree Blvd. Suit%WSR
Parkview Building ?H?'t? QUALIjy?;r?d^
Raleigh, NC 27604
WE ARE SENDING YOU: ¦
? Shop drawings ?
? Copy of Letter ?
Date: Jan. 23, 2004 Job No. 51665
Attention: Mr. John Dorney
Re: Westmoreland Subdivision
Revisions to Pond #3
Via Overnight
Attached ? Under separate cover via the following items:
Prints ? Plans Samples ? Specifications
Change Order ?
1 1 EA I I I Revised Plans and Calculations 1
THESE ARE TRANSMITTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
R .marks-
Please find the revised plans in response to the review comments by Todd St. John (see
attached letter and original transmittal). I hope that since the plans were lost in your office you
might find a way to help in expediting the approval. I appreciate your assistance with this
matter and please call with any questions.
Th ou!
Copy to: Signed:
By: rk S. Van Sickle A LA
Associate
Invoice Number: 1-510-00500
Invoice Date: Dec 10, 2G03
Account Number: 1240-',/04-0
Page: 4 of 7
FedEx Express Shipment Detail By Payor Type (Original)

Dropped off: Nov 21, 2003 Payer: Shipper Reference: 00101 M

• Fuel Surcharge - FedEx has applied a fuel surcharge of 3.00% to this shipment. ir
lryt: N
OS/
• Distance Based Pricing, Zone 5 ?? G?j1e1A
• FedEx has audited this shipment for correct packages, weight, and service. Any changes made are reflected in the invoice amount. ?iJl?
JAN
Tracking ID 839377241511 Sender 2
Recipient
' 200
Service Type FedEx Priority Overnight SEILIC HEWLEW JOSE MARTJ?
4
Package Type FedEx Pak GNA DESIGN ASSOCIATES INC AOLER DEV?9P1T ?j??

Zone 5
428 E 4TH ST STE 408 d
140 ORW 107TH AVE 1411:1 1tY
Packages 1 CHARLOTTE NC 28202-2489 US MIAMI FL 33172 US S?CT/QN
Weight 1.0 Ibs, 0.5 kgs
Delivered Nov 24, 2003 10:11 Transportation Charge 23.75
Svc Area A2 Discount -1.19
Signed by R.RODRIGUEZ Account Number Correction 10.00
FedEx Use 325184411101552/_ Fuel Surcharge 0.68
Total Charge USD S 33.24
Dropped off: Nov 26, 2003 Payor: Shipper Reference: 51665
• Fuel Surcharge - FedEx has applied a fuel surcharge of 3.00%to this shipment.
• Distance Based Pricing, Zone 2
• FedEx has audited this shipment for correct packages, weight, and service. Any changes made are reflected in the invoice amount.
• Holiday -Business closed.
Tracking 10 843229449001 Sender Recipient
Service Type FedEx Standard Overnight MORH VAN SUCKL FOOD ST JOHN
Package Type FedEx Pak GNA DESIGN ASSOCIATES INC NCDENR/WETLAND DERISCON
Zone 2 428 E 4TH ST STE 408 232 CHARTREE BLVD STE 250 PARA
Packages 1 CHARLOTTE NC 28202-2489 US RALEIGH NC 27604 US
Weight 3.0 Ibs, 14 kgs
Delivered Dec 01, 2003 13:52 Transportation Charge
Svc Area Al Discount
Signed by RAEDDING Fuel Surcharge
FedEx Use 330215010/01283/
Total Charge
USD S 14.92
Dropped off: Nov 28, 2003 Payer: Shipper Reference: 00101
Fuei Surcharge - FedEx has applied a fue r surcharge or 3.00%to this shipment.
• Distance Based Pricing, Zone 2
• FedEx has audited this shipment for correct packages, weight, and service. Any changes made are reflected in the invoice amount.
Tracking ID 843229449012 Sender Recipient
Service Type FedEx Priority Overnight TELLER HAWLIN JAN WALTHALE
Package Type FedEx Pak GNA DESIGN ASSOCIATES INC EAZACOUISITION CONTRACT SPECI
Zone 2 428 E 4TH ST STE 408 106-A ZILLIOAK ST DEPT OF AGRI
Packages 1 CHARLOTTE NC 28202-2489 US ASHEVILLE NC 28801 US
Weight 1.0 Ibs, 0.5 kgs
Delivered Dec 01, 2003 09:50 Transportation Charge 15.75
Svc Area AA Discount -0
79
Signed by T.GREEN Fuel Surcharge .
0
45
FedEx Use 332049070101486/ .
Total Charge USD $ 15.41
15.25
-0.76
0.43
OTS W261-1 (Mo)
To:
NCDENR - Wetland Division
2321 Crabtree Blvd. Suite 250
Parkview Building
Raleigh, NC 27604
LETTER OF TRANSMITTAL
Date: Nov. 25, 2003 Job No. 51665
Attention: Mr. Todd St. John
Re: Westmoreland Subdivision
Revisions to Pond #3
Via Overnight
WE ARE SENDING YOU: ¦ Attached 1:1 Under separate cover via the following items:
? Shop drawings F-1 Prints F-1 Plans Samples ? Specifications
El Copy of Letter E] Change Order El
1EA I I I Revised Plans and Calculations
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
THESE ARE TRANSMITTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
Remarks:
ppnyour letter dated NovPmhPr 7, 2003 on the prPViously provided plans please find the
attached revision to Pond #3 for the above referenced project. Please let me know ASAP if
you need any additional information.
Associate
• , r, O WATER
Michael F. Easley
`Ot QG Governor
?? r William G- Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
November 7, 2003
Mr. Mark Van Sickle, ALSA
GNA Design
428 East Fourth Street, Suite 408
Charlotte, NC 28202
Subject: Westmoreland Subdivision
DWQ Project No. 021617
Mecklenburg County
Dear Mr. Van Sickle:
The Wetlands Unit staff reviewed the revised stormwater management plans to convert wetland no. 3 into a pond.
Additional information is necessary to complete the technical review process. The required additional information is as
follows:
1. Wetland Surface Area
Based on my calculations the surface area should be approximately 31,000 square feet (SA/DA = 1.63). Please
revise plans to provide the appropriate surface area based on the average depth of the pond. .
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other documents and information can
be downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/.
Sincerely,
J JJ ,? i
Todd St. Jo n, PE
Environmental Engineer
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To:
NCDENR - Wetland Division
2321 Crabtree Blvd. Suite 250
Parkview Building
Raleigh, NC 27604
WE ARE SENDING YOU: ¦
? Shop drawings ?
? Copy of Letter ?
LETTER OF TRANSMITTAL
Date: Nov. 25, 2003 Job No. 51665
Attention: Mr. Todd St. John
Re: Westmoreland Subdivision
Revisions to Pond #3
Via Overnight
Attached ? Under separate cover via the following items:
Prints ? Plans Samples ? Specifications
Change Order ?
1 1 EA I I I Revised Plans and Calculations 1
THESE ARE TRANSNIITTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
Remarks•
Ppr Your letter dated November 7, 2003 on the previously provided • l?please find the
attached revision to Pond #3 for the above referenced project. Please let me know ASAP if
you need any additional information.
T ou!
Co to: Signed:
By: ark S. Van Sickle ASLA
Associate
c?A1 _ °1
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GNA DESIGN ASSOCIATES, Inc.
28 EQst Fourth Strut
Spits 408 [phone]
Charlottef NC 20202
surye0no . Landsmpe AmhHoclum . Civil Enainoerinp
v„T uJX401 GROU
DEC 0 1 2003
WA R QUAL17 ,SE
eT?ON
ENGINEERING DESIGN- DATA
STORK DRAINAGEt STORMWATER DETENTIONt AND
EROSION CONTROL FOR REVISED POND S &
INCORPORATION OF OFFSITE AREAS
Westmoreland
Cornelius, North Carolina
GNA Job No. 5 1 665
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GNA Job No. 51665
Issued: 10/29/03
SUBMITTAL NARRATIVE
Westmoreland - Revised Pond No. 3
Cornelius, North Carolina
Project Description
GNA DESIGN ASSOCIATES, INC.
The drainage plan previously approved by Mecklenburg County and the NCDENR Division of
Water Quality for the Westmoreland Subdivision in Cornelius, North Carolina has been revised in
the region of proposed BMP Pond No. 3 in order to accommodate offsite development areas. A
previously-proposed BMP facility to service an adjacent multi-family development known as The
Commons is to be deleted to allow for the construction of a swim club facility for the Westmoreland
development. Accordingly, BMP pond No. 3 within the Westmoreland Subdivision is to be enlarged
to service a portion of the proposed Commons development along with the proposed swim club.
' In addition, due to the elimination of the offsite detention facility, the estimated post-development
runoff to be collected by the proposed Westmoreland storm drainage system and conveyed to BMP
' Pond No. 3 will exceed 50 cfs for the 100-year design storm event. Therefore, in accordance with
Mecklenburg County requirements, a hydraulic analysis for the 100-year event has been completed
for a portion of the proposed drainage system.
' Stormwater Detention and BMP
' The increase in impervious area contributing to Pond No. 3 dictated that the pond surface area be
enlarged in order to meet BMP design criteria as outlined in the "Stormwater Best Management
Practices" guidance document (NCDENR, April 1999). The surface area requirements for a wetland
' basin (using a 3 ft permanent pool depth) were such that a basin of this type would not fit within the
available space without impacting adjacent lots. As a result, the basin was redesigned as a wet
detention basin with a deeper permanent pool to allow for a reduction in the surface area
' requirement. Predeveloped and post-developed hydrologic analyses for the basin were completed
using the HEC-1 software. The analyses indicate the basin to meet allowable discharge limitations
for the 2 and 10-year design storm events.
' 100-Year Storm Analysis
The HEC-1 analyses completed for BMP Pond No. 3 indicates a 100-year design storm discharge
of 134 cfs contributing to the proposed culvert at Rosalyn Glen Road. In order to avoid discharge
' over the top of the road and across the proposed lots, the profile for Rosalyn Glen Road was raised
and the proposed culvert enlarged to a 60-inch pipe to accept the 100-year design discharge. Inlet
and outlet control (hydraulic grade line) calculations indicate the culvert to operate under inlet
' control conditions at the 100-year discharge. The estimated headwater/diameter ratio is 1.1,
indicating a culvert headwater elevation of 755.0 ft, or approximately 9-inches below the low point
of the road. The adjacent lots have been regraded to provide a minimum finished floor elevation of
' 757.0 ft.

' GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
' Revised: 10/29/03

' Westmoreland
Subdivision Submittal
' Cornelius, North Carolina
' Storm Drainage Calculations

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GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
BMP Pond 3
Supporting Data for
Hydraulic Analysis

' Project No. DWQ k--'SQ C- ),z iC.. 0 (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
' DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
' operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
' I. PROJECT INFORMATION (please complete the following information):
Project Name : W Y;t:i N\cayuk Nn ? ?\y ?S?c?l•? ? '??V?SE? \12CNn ` J I
Contact Person: \clt?n '?_ kllz +R `Z Phone Number: ("U04) 737k- \°(c)"1
' For projects with multiple basins, specify which basin this worksheet applies to: %v\SEO Vk4'4 ') NG, 3
Basin Bottom Elevation 72_ i ft. (average elevation of the floor of the basin)
Permanent Pool Elevation X355, C3 ft. (elevation of the orifice invert out)
' Temporary Pool Elevation '1?G.2rj ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 3\,101 sq. ft. (water surface area at permanent pool elevation)
Drainage Area u1? "T ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
' Permanent Pool Volume \ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume C? cu. ft. (volume detained on to of the permanent pool)
Forebay Volume cu. ft. (,14 ? vz-\Q '\. Qc7oL?
' SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
' II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
' Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
' Applicants Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
' The basin side slopes are no steeper than 3:1.
?G A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
_ An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
X The forebay volume is approximately equal to 20% of the total basin volume.
' Sediment storage is provided in the permanent pool.
X Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
5Jf*Q7; D A site specific operation and maintenance (O&M) plan is provided. J
_,_A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
' A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
' FORM SWG100 09/97 Page 1 of 1
' GNA Job No. 51665
Issued: 10/29/03
Page 1 of 1
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TABLE 2
COMPOSITE RUNOFF CURVE NUMBERS FOR POND 3
Westmoreland Subdivision
Cornelius, North Carolina
I GNA DESIGN ASSOCIATES, INC.
Drain. Area Hydrologic Runoff
Area ID acres Sol[ Grou Cover T e CN CN x A
EXISTING CONDITION
16.50 B Woods 55 908
12.50 B Grass 61 763
3.90 C Woods 70 273
10.30 C Grass 74 762
Total: 43.20 Composite CN: 63
PROPOSED DEVELOPED CONDITION
OFFSITE 7.75 B Impervious 98 760
TO CULVERT 8.05 B Grass 61 491
185 B Woods 55 102
315 C Impervious 98 309
5.00
_.. _ . C
.. ..... Grass 74 370
2.25 C _-Woods 70 158
ONSITE 1.50 B Residential (45% Imp:) 77 116
TO CULVERT 0.45 C Residential 45% Imp.) 85 38
Total: 30.00 Composite CN: 78
OFFSITE TO BASIN 0.15 B Impervious 98 15
0.10 B Grass 61 6
0790 B Woods 55 50
ONSITE TO BASIN 8 40 B Residential (45% Imp.) 77 647
4.15 C Residential 45% Im 85 353
Total: 13.70 Composite CN: 78
NOTES
1. Soil types include: Vance & Monacan (Group C) and Cecil (Group B). Refer to Soils Map.
2. Runoff Curve Numbers per Soil Conservation Service Technical Release 55 (SCS TR-55), June 1986.
3 45% impervious for onsite residential based on 47 full lots + 24 half lots @ 2640 SF avg. impervious area/lot
+ 2.9 acres of street/sidewalk area = 6.47 ac imp./14.5 ac total onsite area = 45% imp.

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GNA Job No. 51665
Issued: 10/29103
Revised 11121/03
Page 1 of 1

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TABLE 4
Stage-Storage-Discharge Relationship
for Proposed Detention Basin No. 3
Westmoreland Subdivision
Cornelius, North Carolina
1 GNA OESIGN ASSOCIATES. INC.
HGL y, Foreba , Total Basin Discharge (Cfs)
Elevation Stage Area Incr. Vol. Area Incr. Vol. Total Storage 3" Orifice 7.85' Weir ?20' Spillways Max Out
ft i ft ft2 ft3 ft2 ft3 ft3 ac-ft 738.0 740.25 742.0 18" Pipe) I Total

; 0.00
732.50
0
0
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0
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-
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733.00 0.50 A
_ 4522 -
1131
12750
3188
4318 1 _ 0.0991 _
_ 0.00 ^? - -t -- -
- _ - 0.00
734.00 1.50 5129 4826 13689 13220 22363 0.5134 0.00 - - 0.00
-
00 2
50
735 5808 5469 14625 14157 41989 1 0
9639 0.00 - ; 0
00
.
. . .
736.00 3.50 6427 6118 15469 15047 63153 j 1.4498 0.00 1 - - 0.00
:
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--
737.00 4.50
---
7124

6776

16440

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----
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738.00 5.50 9922 8523 21479 18960 113366 2.6025 A 0.00
- - 0.00
739.00 6.50 - - 33110 32256 145621 33430 0.22 -
- 21.0 0.22
---
739.25 6.75 - 33798 8364
- 153985 I 3.5350 0.25 21.5 0.25
?
739.50 _ 7.00 34487 8536 162520 I 3.7309 0.28 ?
- _ - 21.9 0.28
739.75 7.25 - - 35175 8708 171228 ! 3.9308 0.31 22.3 0.31
-
740.00 7.50 - - 3 8880 180108 ( 4.1347 0.33 - - 22.7 0.33
- - ---- ----- - -------
740 25 - i 7.75 -
-- - 7 9029 -189136 4.3420 0.35 0.00 23.1 0.35
740.50 I 8.00 - - 2
r 9155 198291 4.5521 0.37 3.27-- 23.5 364

740.75 j 8.25
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6
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0.39 -
9.24 ; _ - 23.9 I 9.63
741.00 8.50 - - 37880 9407 216979 4.9812 0.41 17.0 - 24.3 17.4
741.25 8.75 - - 51 9554 226533 5.2005 0.42 26.1 - 24.7 24.7
741.50 9.00 - - 39222 9722 236255 5.4237 0.44 36.5 - 25.1 25.1
741.75 9.25 - - 39893 9889 246144 5.6507 0.46 48.0 -
25.4 25.4
742.00 9.50 -
_ - 40564 10057 256201 5.8816
i 0.47 _
60.5 0 25.8 25.8
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742.25
9.75 - - 41128 10212 266413 6.1160 0.49 73.9 I 8.33 26.2 34.5
-
742.50 10.00 - - 41692 10353 276765 ' 6.3537 0.50 i 88.2 23.5 26.5 501
742.75 i 10.25 - - 42256 10494 287259 i - 6.5945 0.52 103.3 f 43.3 j--26.9 70.1
743.00 10.50
743.25 10.75
- 42820
43491 10635
10789 297893 1 6.8387
308682 7.0864 0.53
0.54 119.2 i 66.6 27.2 _ 93.8----
135.8 93.1 27.66 120.6
743.50 11.00 - - 44162 10957 319639 7.3379 _ 0.56 153.2 { 122.4 27.9 150.2
743.75 11.25 _-

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??__ 0.57 171.2 154.2 ! 2802 182.4
744.00 11.50 - - 45504 11292 342055 7.8525 0.58 189.8 188.4 28.6 216.9
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GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
BMP Pond 3
Existing Conditions
HEC-1 Analysis for
2 & 10-Year Design Storms

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1* „4„x4x#,####f,f#,###,,,#####,;,f#,.,# * #,ff###4f##,#+xx4,ff xff#„#,# „;f4!#*
• FLOOD HYDROGRAPH PACKAGE (HEC-1) + U.S. ARMY CORPS OF ENGINEERS
MAY 1991 • HYDROLOGIC ENGINEERING CENTER
• VERSION 4.0.1E • # 609 SECOND STREET
• Lahey F77L-EM/32 version 5.01 # DAVIS, CALIFORNIA 95616
• Dodson s Associates, Inc. * [phone]
• RUN DATE 10/20/03 TIME 08:03:33 * + +
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X X X X X X
X X XXXXX XX XXX XX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTPAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
••• FREE +•+
1 ID 51665: WESTMORELAND POND 3, CORNELIUS, NC
2 ID EXISTING CONDITIONS
3 IT 2 01JAN00 1200 1000
4 IO 0 0
5 KK DA-2
6 KM 2-YR, 6-HR STORM
7 KO 3 1
8 BA 0.0675
9 PH 0 0.42 0.83 1.45 1.76 1.95 2.28
10 LS 0 63
11 UD 0.264
12 KK DA-10
13 KM 10-YR, 6-HR STORM
14 KO 3 1
15 BA 0.0675
16 PH 0 0.59 1.26 2.36 2.90 3.21 3.72
17 LS 0 63
18 UD 0.264
19
20 EZ
1•,f!!lf eff!!tl4,lf xxtl+r+,#wxx;!!!!+l;t.f
• FLOOD HYDROGRAPH PACKAGE (HEC-1)
• MAY 1991
• VERSION 4.0.1E
• Lahey F77L-EM/32 version 5.01
• Dodson & Associates, Inc.
.lwRUNw DATEtf 10/20/03+YTIME xf 08:03:33*!!*
ww w w44 444 w #! ,. •,! !4
51665: WESTMORELAND POND 3, CORNELIUS, NC
EXISTING CONDITIONS
4 IO OUTPUT CONTROL VARIABLES
IPINT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE'
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 33.30 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
+ ++lxff tf!lf xt;r»»»»»»++x#l+rf •!•!»!»t
* U.S. ARMY CORPS OF ENGINEERS
# HYDROLOGIC ENGINEERING CENTER »
• 609 SECOND STREET
DAVIS, CALIFORNIA 95616
• [phone]
twxwtx4wwl;f4lf l.l,4ftw444+wr,lfff x.x4t
!!! !!w fe! !
w ff !w+ fxw !f! +f! !!! !!! !!! !f; !!! f#f Off Oft !ff !!f ;!# #!! f !;e #f! f!t !!! 444 »tf fxe #tt wft ?#! »#t 4tf
w4#44f rt4w4lrtk
5 KK DA-2
4 w
!!!!!!!!!!!!!!
2-YR, 6-HR STORM
7 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
' QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
8 BA SUBBASIN CHARACTERISTICS
' TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
' 0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.07
10 LS SCS LOSS RATE
STRTL 1.17 INITIAL ABSTRACTION
CRVNBR 63.00 CURVE NUMBER
' RTIMP 0.00 PERCENT IMPERVIOUS AREA
11 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.26 LAG
UNIT HYDROGRAPH
!!!
42 END-OF-PERIOD ORDINATES
5. 16. 30. 50. 75. 97. 110. 116. 115. 109.
99. 88. 73. 58. 47. 38. 32. 27. 22. 18.
15. 12. 10. 8. 7. 6. 5. 4. 3. 3.
' 2. 2. 1. 1. 1. 1. 1. 1. 0. 0.
0. 0.
HYDROGRAPH AT STAT ION DA-2
' TOTAL RAINFALL 2.28, TOTAL LOSS 2.10, TOTAL EXCESS = 0.17
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CPS) (HR)
(CPS)
+ 6. 3.50 1. 0. 0. 0.
(INCHES) 0.175 0.175 0.175 0.175
(AC-FT) 1. 1. 1. 1.
CUMULATIVE AREA = 0.07 SO MI

' 12 KK * !w!!DA-10
'
14 KO 10-YR, 6-HR STORM
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL - 0. HYDROGRAPH PLOT SCALE
•!• HEC-1 ERROR 1 w!! INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
' CARD NO. 19
SUBBASIN RUNOFF DATA
15 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
' PRECIPITATION DATA
16 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 .... .......
' 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 2-DAY
0.00 4-DAY 7-DAY
0.00 0.00 10-DAY
0.00
STORM AREA 0.07
17 LS SCS LOSS RATE
STRTL 1.17 INITIAL ABSTRACTION
CRVNBR 63.00 CURVE NUMBER
' RTIMP 0.00 PERCENT IMPERVIOUS AREA
18 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.26 LAG
' UNIT HYDROGRAPH
42 END-OF-PERIOD ORDINATES
5. 16. 30. 50. 75. 97. 110. 116. 115. 109.
99. 88. 73. 58. 47. 38. 32. 27. 22. 18.
15.
12. 10
8
S.
2. 2. 1. 1. 1. 1. 1.
7• 6. 4.
1. 3.
0. 3.
0.
' !!• o. o.
!!!
!!!
!wl
!!
!
HYDROGRAPH AT STATION DA-10 -

TOTAL RAINFALL 3.72, TOTAL LOSS = 2.95, TOTAL EXCESS 0.77
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
(CPS) (HR) 6-HR 24-HR 72-HR 33.30-HR
+
(CPS)
+ 34. 3.40 6. 1. 1. 1.
(INCHES) 0.769 0.769 0.769 0.769
(AC-FT) 3. 3. 3. 3.
CUMULATIVE AREA 0.07 SQ MI
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
• 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ DA-2 6. 3.50 1. 0. 0.
HYDROGRAPH AT
+ DA-10 34. 3.40 6. 1. 1.
**. 1 ERROR(S) DETECTED BY HEC-1 -
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.07
0.07
GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
' Revised: 10/29/03
' Westmoreland
Subdivision Submittal
Cornelius, North Carolina
' BMP Pond 3
Proposed Conditions
' HEC-1 Analysis for
2, 10, 50, & 100-Year Design Storms

E

1

1 * rrwwrxr+++.wx.+.+ww+*+rr+:+++++++++++
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
' MAY 1991 '
VERSION 4.0.1E
f
Lahey F77L-EM/ 32 version 5.01
Dodson & Associates, Inc.
RUN DATE 11/22/03 TIME 14:02:58
w.w. wwww ww wwwww+wwrw.rrrrrwxr+++... r+rwwr

X X XXXXX XX XXXXX X
X X X X X XX
X X X X X
XXXX XXX XXXX X XXXXX X
' X X X X X
X X X X X X
X X XXXXX XX XXXXX XXX
H

5

1

I

• U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET +
+ DAVIS, CALIFORNIA 95616
e [phone]
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSXK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID. ...... 1. ...... 2 .......3 .......4.. .....5. ......6 .......7. ......8. ......9. .....10
.ww FREE ww
w
1 ID 51665: WESTMORELAND POND 3, CORNELIUS, NC
2 ID PROPOS ED DEVELOPED CONDITIONS
3 IT 2 01JAN00 1200 1000
4 IO 0 0
5 KK 02CLVT
6 KM 2-YR, 6-HR STORM
7 KO 3 1
8 BA 0.04688
9 PH 0 0.42 0.83 1.45 1.76 1.95 2.28
10 LS 0 78
11 UD 0.156
12 KK 02BASIN
13 KO 3 1
14 BA 0.02141
15 LS 0 78
16 UD 0.168
17 KK 02ADD
18 KO 3 1
19 HC 2
20 KK 02ROUTE
21 KM ROUTE THROUGH DETENTION BASIN
22 KO 3 1
23 RS 1 ELEV 738.00
24 SV 2.6025 3.3430 3.5350 3.7309 3.9308 4.1347 4.3420 4.5521 4.7652 4.9812
25 SV 5.2005 5.4237 5.6507 5.8816 6.1160 6.3537 6.5945 6.8387 7.3379 7.8525
26 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
27 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
28 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
29 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 93.8 150 217
30 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
31 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
32 KK 10CLVT
33 KM 10-YR, 6-HR STORM
34 KO 3 1
35 BA 0.04688
36 PH 0 0.59 1.26 2.36 2.90 3.21 3.72
37 LS 0 78
38 UD 0.156
39 KK 10BASIN
40 KO 3 1
41 BA 0.02141
42 LS 0 78
43 UD 0.168
1 HEC-1 INPUT PAGE 2
LINE ID. ...... 1. ...... 2. ......3 .......4.. .....5. ......6 .......7. ......8. ......9. .....10
44 KK 10ADD
45 KO 3 1
46 HC 2
47 KK 10ROUTE
48 KM ROUTE THROUGH DETENTION BASIN
49 KO 3 1
50 RS 1 ELEV 738.00
51 SV 2.6025 3.3430 3.5350 3.7309 3.9308 4.1347 4.3420 4.5521 4.7652 4.9812
52 SV 5.2005 5.4237 5.6507 5.8816 6.1160 6.3537 6.5945 6.8387 7.3379 7.8525
53 BE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
54 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
55 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
56 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 93.8 150 217
57 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
58 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
59 KK 50CLVT
60 KM 50-YR, 6-HR STORM
61 KO 3 1
I
n

P
F

u

62 BA 0.04688
63 PH 0 0.75 1.615 3.05 3.78 4.20 4.92
64 LS 0 78
65 UD 0.156
66 KK SOBASIN
67 KO 3 1
68 BA 0.02141
69 LS 0 78
70 UD 0.168
71 KK 50ADD
72 KO 3 1
73 HC 2
74 KK 50ROUTE
75 KM ROUTE THROUGH DETENTION BASIN
76 KO 3 1
77 RS 1 ELEV 738.00
78 SV 2.6025 3.3430 3.5350 3.7309 3.9308 4.1347 4.3420 4.5521 4.7652 4.9812
79 SV 5.2005 5.4237 5.6507 5.8816 6.1160 6.3537 6.5945 6.8387 7.3379 7.8525
80 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
81 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
82 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
83 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 93.8 150 217
84 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
85 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
86 KK 1000LVT
87 KM 100-YR, 6-HR STORM
88 KO 3 1
89 BA 0.04688
90 PH 0 0.82 1.74 3.40 4.10 4.40 5.50
91 LS 0 78
1 HEC-1 INPUT PAGE 3
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
92 UD 0.156
93 KK100BASIN
94 KO 3 1
95 BA 0.02141
96 LS 0 78
97 UD 0.168
98 KK 100ADD
99 KO 3 1
100 HC 2
101 KK100ROUTE
102 KM ROUTE THROUGH DETENTION BASIN
103 KO 3 1
104 RS 1 ELEV 738.00
105 SV 2.6025 3.3430 3.5350 3.7309 3.9308 4.1347 4.3420 4.5521 4.7652 4.9812
106 SV 5.2005 5.4237 5.6507 5.8816 6.1160 6.3537 6.5945 6.8387 7.3379 7.8525
107 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
108 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
109 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
110 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 93.8 150 217
111 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
112 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
113
114 Z2
lr rrr+++:+++++r+wr+++++++e+x+e++w+wr++r++ +xrrrwr+r++rr+++++++r+r++rr++++xxrrr+ex
r FLOOD HYDROGRAPH PACKAGE (HEC-1) + * U.S. ARMY CORPS OF ENGINEERS +
* MAY 1991 * + HYDROLOGIC ENGINEERING CENTER +
r VERSION 4.0.1E * * 609 SECOND STREET +
Lahey F77L-EM/32 version 5.01 • * DAVIS, CALIFORNIA 95616 +
• Dodson & Associates, Inc. + + [phone] w
• RUN DATE 11/22/03 TIME 14:02:58
:xr..rr.rr++++++++++++r+r++x++++++:rr+++. ++++.+++++++++xr+++r++ww++++++rrr+++w.x
51665: WESTMORELAND POND 3, CORNELIUS, NC
PROPOSED DEVELOPED CONDITIONS
' 4 IO OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
' IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 33.30 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
rr• +rr :r+ •++ .xr +++ +x+ wwx xw+ •++ +++ +++ +++ +++ +++ +++ rr+ r++ +++ r+: +++ .++ +++ +r+ +.+ ++w +w+ +++ +.. ++r +++ x+. ww+
+wrr+++w+rr+++
5 KK * 02CLVT

'
7 KO 2-YR, 6-HR STORM
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
8 BA SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
' ..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
'
10 LS STORM AREA = 0.05
SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
11 UD SCS DIMENSIONLESS UNITGRAPH
'
TLAG 0.16 LAG
1rr
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12... 38. 81. 118. 131. 125. 107. 82.
57. 41.
' 31. 23. 16. 12. 9. 6. 5. 3. Z. 2.
1. 1. 1. 0. 0.

' ff. #r+ ++x +xf +tx
HYDROGRAPH AT STATION 02CLVT
TOTAL RA INFALL 2.28, TOTAL LOSS 1.63, TOTAL EXCESS 0.65
PEAK FLAW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CPS) (HR)
(CFS)
29. 3.23 3. 1. 1. 1.
(INCHES) 0.649 0.649 0.649 0.649
(AC-FT) 2. 2. 2. 2.
' CUMULATIVE AREA - 0.05 SQ MI
#ff fff eff •ff •ff f1f #fi fff +if 1rM ?+f ##x #+r rRr ff# frf rff fff tfx xtt fft f+x i ff frf +tx ftf irf kxf Orr +ff fft frf f#•
++
12 KK #fxfrrrf rrrt*
02BASIN
' 13 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
'
14 BA SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERISTICS
TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
' ..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.02
' 15 LS SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
' 16 UD SCS DIMENSIONLESS UNITGRAPH rfr
TLAG 0.17 LAG
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
5. 15. 31. 47. 55. 56. 50. 41.
30. 22.
' 16. 12. 9. 7. 5. 4. 3. 2. 2. 1.
1. 1. 1. 0. 0. 0. 0.
HYDROGRAPH AT STATION 02BASIN
' TOTAL RAI NFALL - 2.28, TOTAL LOSS - 1.63, TOTAL EXCESS = 0.65
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
' + (CFS) (HR)
(CFS)
+
13.
3.23
1.
0. 0.
0.
(INCHES) 0.649 0.649 0.649 0.649
(AC-FT) 1. 1. 1. 1.
' CUMULATIVE AREA = 0.02 SO MI
?.t 1fr •Y ! Y!f 1tr Yit Y## !ft fY# #tf 1
t rRYYY rf#1t R 1f in 1tM fwf fwf fkf f#r fR i r1r f#r RRR f#. rRk w1f Rii r kf !f! f! f ww# 1k! R ii R!• f!i
17 KK 02ADD r
! w
t
18 KO liYrf rYerrf Rlx
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
19 HC HYDROGRAPH COMBINATION
ICOMP 2 -NUMBER OF HYDROGRAPHS TO COMBINE
' .rr #1fHYDROGRAPH AT STATION 02ADD
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
' + 42. 3.23 5. 1. 1. 1.
(INCHES) 0.649 0.649 0.649 0.649
(AC-FT) 2. 2. 2. 2.
CUMULATIVE AREA 0.07 SO MI
... .r. ..Y ##R xR! f1R !iR 1f! .if rrf ! !r !ww «## 11r fir r#i f:# rr f 1f! ir+ w## !1r 1ff #!f xer f fr ww! rRf .rr r1R 1 wr RRR r!f

20 KK *rrw+###!lf lfe
* 02ROUTE

r.f rR rf Yrr.f of ROUTE THROUGH DETENTION BASIN
22 KO OUTPUT CONTROL VARIABLES
' IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
'
23 RS HYDROGRAPH ROUTING DATA
STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 738.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
' 24 SV STORAGE 2.6 3.3 3.5 3.7 3.9 4.1 4.3 4.6 4.8 5.0
5.2 5.4 5.7 5.9 6.1 6.4 6.6 6.8 7.3 7.9
26 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
28 SO DISCHARGE 0. 0. 0. 0. 0. 0. 0. 4. 10. 17.
25. 25. 26. 26. 35. 50. 70. 94. 150. 217.
30 BE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
Rff
CO
MPUTED STORAGE-OUTFLOW- ELEVATION DATA
STORAGE 2.60 3.34 3.54 3.73 3.93 4.13 4.34 4.55 4.77 4.98
OUTFLOW 0.00 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.40
ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
' STORAGE 5.20 5,42 5.65 5.88 6.12 6.35 6.59 6.84 7.34 7.85
OUTFLOW 24.70 25.10 25.50 25.80 34.50 50.10 70.10 93.80 150.00 217.00
ELEVATION 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
ef# i«« rfx
HYDROGRAPH
T S R#r xYx
A
TATION 02ROUTE
PEAK FLOW TIME MAXIMUM AVERAGE FLOW

+ (CPS) 6-HR
(HR) 24-HR 72-HR 33.30-HR
(CFS)
+ 3. 5.23 1. 1. 0. 0.
(INCHES) 0.183 0.314 0.353 0.353
(AC-FT) 1. 1. 1. 1.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
5. 5.13 4. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE -
' 6-HR 24-HR 72-HR 33.30-HR
' r (FEET) (HR)
740.46 5.23 740.31 739.99 739.71 739.71
CUMULATIVE AREA = 0.07 SQ MI
kff fff ..• •- fff rf• 1rf :rr f.f .rf :.. rrf .1f .ff fff fff frr frr fff .rf r ff #!• rrr r1f f•f eff fff •.f fff rff ••• fff f.f
' 32 KK * fff 10CLVTk•:
...1fflf r.rlkk
10-YR, 6-HR STORM
' 34 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

35 BA SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
36 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.05
' 37 LS SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
' 38 UD SCS DIMENSIONLESS UNITGRAPH fff
TLAG 0.16 LAG
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107.
82. 57. 41.
' 31. 23. 16. 12. 9. 6. 5. 3. 2. 2.

.•! 1. 1. 1. 0. 0.
fff 1fk r1k r1f
HYDROGRAPH AT STATION 10CLVT
' TOTAL RAINFALL 3.72, TOTAL LOSS 2.05, TOTAL EXCESS 1.67
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
` (CFS) (HR)
(CFS)
74. 3.20 8. 2. 2. 2.
(INCHES) 1.666 1.666 1.666 1.666
(AC-FT) 4. 4. 4. 4.
CUMULATIVE AREA a 0.05 SQ MI
?ff fff !tt f if 4f! iff ff# fff ?4f kkk 1kk fff f!f #f# rf# kkk kf# fff fif fff k ff fk# k4r kff 1f4 ff# kkf kff 4!t f!! kfk f!f !•f
:
39 KK fl4fff ifffff;
10RASIN f
k
40 KO lf lffflkflfft
OUTPUT CONTROL VARIABLES
' IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
' 41 BA SUBBASIN CHARACTERISTICS
TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
36 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.02
42 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
43 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.17 LAG
fff
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
' S. 15. 31. 47. 55. 56. 50. 41. 30. 22.
f 16. 12. 9. 7. 5. 4. 3. 2. 2. 1.
1. 1. 1. 0. 0. 0. 0.
f HYDROGRAPH AT STATION 10BASIN
TOTAL RAINFALL = 3.72, TOTAL LOSS = 2.05, TOTAL EXCESS = 1.67
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CPS) (HR)
(CPS)
+ 33. 3.23 4. 1. 1. 1.
(INCHES) 1.666 1.666 1.666 1.666
(AC-FT) 2. 2. 2. 2.
f CUMULATIVE AREA = 0.02 SQ MI

1 rrr rrr rrr +rr wrr wrr wr+ rrr rrr ++: +
,rrrrwrr.rr.rY rr wrr rrr rrr rxr rrr .rr rr r xwr r:• r rr rer rxr r+• rrw + ra rrr rrr rwr rrr r +r rrr xwr
44 KK * IOADD +
' 45 KO rrrr OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
46 HC HYDROGRAPH COMBINATION
f
ICOMP 2 r++
NUMBER OF HYDROGRAPHS TO COMBINE

f .rr r+: err rrr
HYDROGRAPH AT STATION 10ADD rrr
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 107. 3.20 12. 3. 2. 2.
f (INCHES) 1.666 1.666 1.666 1.666
(AC-FT) 6. 6. 6. 6.
CUMULATIVE AREA - 0.07 SQ MI
f r .r rrr .rr rxr rrr rrr rrr rrr wrr rrr rr x rrr rwr wrr r++ rrr rrr rr r +rr rrr r wr rrr rra rrr wxr r rr rrr rrw rrr rrr r wr wr: err
f
47 KK ;rxwrrrrrr,.r?
* 10ROUTE +
rrr wrrrerxr rrr
ROUTE THROUGH DETENTION BASIN
49 KO OUTPUT CONTROL VARIABLES
f IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL, 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
' 50 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 738.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
51 SV STORAGE 2.6 3.3 3.5 3.7 3.9 4.1 4.3 4.6 4.8 5.0
' 5.2 5.4 `5.7 5.9 6.1 6.4 6.6 6.8 7.3 7.9
53 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
55 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 4. 10. 17.
f 25. 25. 26. 26. 35. 50. 70. 94. 150. 217.
57 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
COMPUTED STORAGE-OUTFLOW- ELEVATION DATA
STORAGE 2.60 3.34 3.54 3.73 3.93 4.13 4.34 4.55 4.77 4.98
OUTFLOW 0.00 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.40
f ELEVATION 738.00 739.00
STORAGE 5.20 5.42 739.25 739.50 739.75
5.65 5.88 6.12 740.00
6.35 740.25
6.59 740.50
6.84 740.75
7.34 741.00
7.85
OUTFLOW 24.70 25.10 25.50 25.80 34.50 50.10 70.10 93.80 150.00 217.00
ELEVATION 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
f rrr rrr rrr
HYDROGRAPH
T rrr rrr
A
STATION 10ROUTE
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
f + (CPS) (HR)
(CFS)
+
26.
3.73
9. 2. 2. 2.
(INCHES) 1.195 1.327 1.368 1.368
(AC-FT) 4. 5. 5. 5.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
(AC-FT)
+ (HR)
6. 3.73 5. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
(FEET) (HR)
741.98 3.73 740.72 740.12 739.82 739.82
CUMULATIVE AREA = 0.07 SQ MI
ftt tff !!! ! !s !#f !!! f#4 #xx 1!# !!! !tx !!! 4#4 !!i x4# 4f# 1r! !!! !!! irf #!4 !!# ! xx 114 sf! !## ix! is! !ii if! !!i f1! !1f
59 KK 4 ssslSOCLVT*r*
s srf lr******" 50-YR, 6-HR STORM
61 KO OUTPUT CONTROL VARIABLES
' IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
' 62 BA SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
63 PH DEPTHS FOR O-PERCENT HYPOTHETICAL STORM
HYDRO-35 ...... ............... TP-40 ............... ........
... TP-49 ...........
' 5-MIN 15-MIN 60 MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.75 1.62 3.05 3.78 4.20 4.92 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.05
64 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
65 UD SCS DIMENSIONLESS UNITGRAPH
' TLAG 0.16 LAG rrtrt
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107. 82.
31. 23. 16. 12. 9. 6. 5. 3. 57. 41.
2. 2.
'
.rf 1. 1. 1. 0. 0.
s#s s!s xii s!x
HYDROGRAPH AT STATION 50CLVT
TOTAL RAINFALL 4.92, TOTAL LOSS 2.28, TOTAL EXCESS = 2.64
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
' + 116. 3.20 13. 3. 2. 2.
(INCHES) 2.643 2.643 2.643 2.643
(AC-FT) 7. 7. 7. 7.
CUMULATIVE AREA 0.05 SQ MI
fit f1f f!f #! ! f!! s!! !ii i!# !rt! #!! !!i iii ##! !## !f! rt!rt !!4 4xrt ### !!r te# i4! r r! rt!f !## !!! •#! iit i!! 4fi !f! 4!i •!f
' 66 KK *y *'SOBASINrri

67 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
68 BA SUBBASIN CHARACTERISTICS
' TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
63 PH DEPTHS FOR O-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.75 1.62 3.05 3.78 4.20 4.92 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.02
' 69 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
70 UD SCS DIMENSIONLESS UNITGRAPH

TLAG 0.17
LAG
«w«
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
5. 15. 31. 47. 55. 56. 50. 41. 30. 22.
' 16. 12. 9. 7. 5. 4. 3. 2. 2. 1.
1. 1. 1. 0. 0. 0. 0.
rrr rrw xw•
HYDROGRAPH AT ST rxx
ATION 50BASIN rxr
' TOTAL RAINFALL 4.92, TOTAL LOSS = 2.28, TOTAL EXCESS = 2.64
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CFS) (HR)
(CFS)
51. 3.20 6. 2. 1. 1.
(INCHES) 2.644 2.644 2.644 2.644
(AC-FT) 3. 3. 3. - 3.
' CUMULATIVE AREA 0.02 SO MI

' rrx wwx rxx ww. wx. ..x xra r•r .w. .w« xr
* xxxr
x• x .•: xx• wxr .r. .rx •«« •« « .xr •rx x wx www w.x xww •x• « xx xww •rr rxr xw• xw • «rx w..
71 KK 50ADD
*

'
72 KO wrwrr •xrrwwxrr
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
73 HC HYDROGRAPH COMBINATION
'
ICOMP 2
NUMBER OF HYDROGRAPHS TO COMBINE
xxw
::x xxx xwx .xe
HYDROGRAPH AT STATION SOADD wxx
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
+ 167. 3.20 19. 5. 3. 3.
(INCHES) 2.644 2.644 2.644 2.644
(AC-FT) 10. 10. 10. 10.
CUMULATIVE AREA 0.07 SO MI
rrx rwx xxw xrr x•« xr• www wx« xx• ••: :w r wwr •w? wwx •xr www xrx •a x w:• r•r r r« rx• x•• ••• xx• r xr r«• •x• wxw xwx w •« ••• xxx

'
74 KK rrr x««xx•xx•x•
0ROUTE
*
*x
r«xr 5
x ROUTE THROUGH DETENTION BASIN
76 KO OUTPUT CONTROL VARIABLES
IPINT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
77 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 738.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
78 SV STORAGE 2.6 3.3 3.5 3.7 3.9 4.1 4.3 4.6 4.8 5.0
' 5.2 5.4 5.7 5.9 6.1 6.4 6.6 6.8 7.3 7.9
80 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
82 SO DISCHARGE 0. 0. 0. 0. 0. 0. 0. 4. 10. 17.
25. 25. 26. 26. 35. 50. 70. 94. 150. 217.
84 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
COMPUTED STORAGE-OUTFLOW -ELEVATION DATA
STORAGE 2.60 3.34 3.54 3.73 3.9 3 4.13 4.34 4.55 4.77 4.98
OUTFLOW 0.00 0.22 0.25 0.28 0.3 1 0.33 0.35 3.64 9.63 17.40
ELEVATION 738.00 739.00 739.25 739.50 739.7 5 740.00 740.25 740.50 740.75 741.00

' STORAGE
OUTFLOW
ELEVATION
rrr
PEAK FLOW TIME
(CPS) (HR)
87. 3.43

PEAK STORAGE TIME
(AC-FT) (HR)
7. 3.43
PEAK STAGE TIME
+ (FEET) (HR)
142.93 3.43
5.20 5.42 5.65 5.88 6.12 6.35 6 .59 6.84 7.34 7.85
24.70 25.10 25.50 25.80 34.50 50.10 70 .10 93.80 150.00 217.00
741.25 741.50 741.75 742.00 742.25 742.50 742 .75 743.00 743.50 744.00
HYDROGRAPH AT STATION SOROUTE
MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33 .30-HR
(CPS)
16. 4. 3. 3.
(INCHES) 2.170 2.302 2.344 2.344
(AC-FT) 8. 8. 9. 9.
MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33 .30-HR
5. 4. 4. 4.
MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33 .30-HR
740.99 740.19 739.88 739.88
CUMULATIVE AREA = 0.07 SQ MI
xx. ... wxx

86 KK xwr rex xxx xxx rww rwr rww :rr xwx r:w xww xwx xrx xxx awx xxx xxw wrw xrw
wwxwwxwwwwwrxx
1000LVT
w wxr rrw wwr rwr www www xwx rxe xxx xxx rww
xw
xxx x
x 100-YR, 6-HR STORM
88 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
89 BA SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
90 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ...... ..... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.82 1.74 3.40 4.10 4.40 5.50 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.05
91 LS SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
92 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.16 LAG
www
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 8 1. 118.
. 125. 107. 82. 57. 41.
31. 23. 16 16. 9
12. 9. 6. 5. 3. 2. 2.
' www 1. 1. 1.
xww xf*
0. 0. xxx
HYDROGRAPH AT STAT ION 1000LVT
TOTAL RAINFALL 5.50, TOTAL LOSS 2.36, TOTAL EXCESS 3.14
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
r (CPS) (HR)
(CPS)
134. 3.20 16. 4. 3. 3.
(INCHES) 3.140 3.140 3.140 3.140
(AC-FT) 8. S. S. 8.
CUMULATIVE AREA = 0.05 SQ MI
r.. ... xxx xxx :rr rrr
?wrrwwwxx+x
93 KK 100BASIN
' 94 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
' 95 BA SUBBASIN CHARACTERISTICS
TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
90 PH D
HYDRO-35 ...... EPTHS FOR 0-PERCENT HYPOTHE
............... TP-40 ....... TICAL STORM
........
........... TP-49 ...........
' 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.82 1.74 3.40 4.10 4.40 5.50 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.0 2
96 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
97 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.17 LAG ff:
UNIT HYDROGR APH
27 END-OF-PERIOD ORDINATES
5. 15. 31.
16. 12. 9. 47. 55. 56.
7. 5. 4. 50.
3. 41. 30. 22.
2. 2. 1.

.xf 1. 1. 1.
!.• +r• 0. 0. 0.
f.x 0.
rfr
HYDROGRAPH AT STATION 100BASIN
TOTAL RAINFALL 5.50, TOTAL LOSS 2.36, TOTAL EXCESS
3.14
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
+ 59. 3.20 7. 2. 1. 1.
(INCHES) 3.141 3.141 3.141 3.141
(AC-FT) 4. 4. 4. 4.
CUMULATIVE AREA 0.02 SQ MI
fer r.r rrf r+ t xxrt rtrt+ rtx+ !rr •f• !!• r rx frr xfx •rtx xrtrt rtx. •r• xx f rtxf 1xx • ff fef .!• •rr rf• #•f frf fix rtir r++ «1f 1fi ift
' 98 KK ~: l:r100ADDrrf
i#
99 KO fi ifkif *xrf*+
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
100 HC HYDROGRAPH COMBINATION
' ICOMP 2 NUMBER OF HYDROGRAPHS TO COM BINE
'
PEAK FLOW HYDROGRAPH AT STATION 100ADD
TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
a 193. 3.20 23. 6. 4. 4.
(INCHES) 3.141 3.141 3.141 3.141
(AC-FT) 11. 11. 11. 11.
CUMULATIVE AREA = 0.07 SQ MI
frf r1f t«t Rrt # #fx r#rt xirt 1rtr !f+ k«r 1 f# #f# f#• ffk 11f r!+ rr+ t+ i arrt xrt• x +# xrt« rt+« rtx? xxr xi+ fi+ xx+ irr fx+ iii 11f tff

' ff
101 KK * !!rr!!f 4lf 4f
100ROUTE
?f f itif!?#xtft
ROUTE THROUGH
DETENTION BASIN
103 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
*** HEC-1 ERROR 1 *** INVALID CARD IDENTI FICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 113
' HYDROGRAPH ROUTING DATA
104 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 738.00
X 0.00 INITIAL CONDITION
WORKING R AND D COEFFICIENT
105 SV STORAGE 2.6 3.3 3.5 3.7 3.9 4.1 4.3 4.6 4.8 5.0
5.2 5.4 5.7 5.9 6.1 6.4 6.6 6.8 7.3 7.9
107 SE ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
' 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
' 109 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 4. 10. 17.
25. 25. 26. 26. 35. 50. 70. 94. 150. 217.
111 SE ELEVATION 738.00 7 39.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
741.25 7 41.50 741.75 742•.00 742.25 742.50 742.75 743.00 743.50 744.00
COMPUTED STORAGE-OUTFLOW- ELEVATION DATA
STORAGE 2.60 3.34 3.54 3.73 3.93 4.13 4.34 4.55 4.77 4.98
OUTFLOW 0.00 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.40
' ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
STORAGE 5.20 5.42 5.65 5.88 6.12 6.35 6.59 6.84 7.34 7.85
OUTFLOW 24.70 25.10 25.50 25.80 34.50 50.10 70.10 93.80 150.00 217.00
ELEVATION 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00

HYDROGR APH AT STAT ION lOOROUTE
PEAK FLOW TIME
6-HR MAXIMUM AVERAGE FLOW
24-HR 72-HR
33.30-HR
(CFS) (HR)
(CFS)
+ 122. 3.40 20. S. 4. 4.
(INCHES) 2.665 2.797 2.840 2.840
(AC-FT) 10. 10. 10. 10.
' PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
7. 3.40 5. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
(FEET) (HR)
743.25 3.40 741.06 740.21 739.90 739.90
CUMULATIVE AREA . 0.07 SQ MI
1
RUNOFF SUMMARY
PLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
6-HOUR 2 4-HOUR 72-HOUR
HYDROGRAPH AT
+ 02CLVT 29. 3.23 3. 1. 1. 0.05
HYDROGRAPH AT
'
+ 02BASIN 13. 3.23 1. 0. 0. 0.02
2 COMBINED AT
+ 02ADD 42. 3.23 5. 1. 1. 0.07
ROUTED TO
021ZOUTE
3.
5.23 1.
1.
0.
0.07
'
+
740.46
5.23
HYDROGRAPH AT
+ 10CLVT 74. 3.20 8. 2. 2. 0.05
HYDROGRAPH AT
'
+
10BASIN
33.
3.23 4.
1.
1.
0.02
2 COMBINED AT
+ IOADD 107. 3.20 12. 3. 2. 0.07
ROUTED TO
lOROUTE 26. 3.73 9. 2. 2. 0.07
+
741.98
3.73
HYDROGRAPH AT
+ SOCLVT 116. 3.20 13. 3. 2. 0.05
HYDROGRAPH AT
'
+
50BASIN
51.
3.20 6.
2.
1.
0.02
2 COMBINED AT
+ SOADD 167. 3.20 19. 5. 3. 0.07
ROUTED TO
SOROUTE 87. 3.43 16. 4. 3. 0.07
+ 742.93 3.43
HYDROGRAPH AT
+ 100OLVT 134. 3.20 16. 4. 3. 0.05
HYDROGRAPH AT
100BASIN 59. 3.20 7. 2. 1. 0.02
2 COMBINED AT
100ADD 193. 3.20 23. 6. 4. 0.07
ROUTED TO
' 100ROUTE 122. 3.40 20. 5. 4. 0.07
743.25 3.40
' **• 1 ERROR(S) DETECTED BY HEC-1 •*•

i
GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
100-Year Design Storm Analysis for
Proposed Culvert System
Structure Nos. 84 to 80

ISO 10,000 CHART 1 Q.
169 8,000 EXAMPLE (1) (2) (3)
158 6,000 D•42 hlshee (3.5 foot) 6.
144 5,000 a• 120 ets '
5.
4,000 a low
132 6• 5.
fee
3 000 jy -4.
120 r (1) t.s 0.4
2,000 (2) 2.1 7.4
4
108 13) 2.9 7.7 .-
eD in lest
86 1,000 3•
800
84 ---
600
500 ,.
2
T2 400 .
300
Z
Z 0 tJ 200 w 1.5
2 W
0 54 v \?? Q
10-
W
48
?w
100
> w 80
? / a x

u
42 x
0
60

W
c 50 HW SCALE ENTRANCE ° 1
0
c 40 0 TYPE CC
W .
W 36 30 (1) Square edge with
k
heodwell .9
33
Q
0
20
(t) Groove end with
a
w
30 hesdwall
(3) Groove and •8
2T projecting
10
24 8 .T
6 To usa seals (2) or (3) project
21 5 horizontally to sack (1).then
4 use straight ieclined line through
0 and 0 scales. or reverse as
3 illustrotsd.
18
2
11.0 ' S
4.
3.
3.
2. 2-
1.5 1.5
Lo 1.0
.9 9
.8 .8
.6 .6
.5 5
12 HEADWATER DEPTH FOR
HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS
BUREAU orvuBllC ROAM JAN 1883 REVISED MAY 1964 WITH INLET CONTROL
181

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7

GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Charlotte, North Carolina
Erosion Control Calculations

GNA Job No. 51665
Issued: 07.19.02
Revised 10.14.02
Sediment Basin 6
ADrainage = 5.6 acre ADenuded = 5.6 acre
1. Required Storage Capacity
CF
V = 1800 acre ADrainage
V = 10080CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(5.6)(7.03)(0.6)]
= 0.23 ac = 10,289.2 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(10289.2)(3) = 12347 cf
d=3ft Z=2 L=80 ft
VP=Lr[(LW)+[(L+2dZ)(W+2dZ)]l?d
2
Vp = 10686CF
W = 35 ft
GNA Design Associates, Inc.
Z N?
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
- Top Width = 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
-d50=911
MAX = 1411
- 1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.14.02
6. Emergency Spillway
in
110yr=7.03- c=0.4
hr
Q10yr = c 110yr ADrainage
Q10yr = 15.88 cfs
H = 0.5 ft
Q10yr
Weir = C H1.5
Weir= 14.97 ft

ft'5
C=3.0-
sec
GNA Design Associates, Inc.
Use L =15' min.
i
GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
Sediment Basin 7
ADrainage = 0.5acre ADenuded = 0.5acre
1. Required Storage Capacity
CF
V = 1800 acre ADrainage
V = 900 CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(0.5)(7.03)(0.6)]
= 0.02 ac = 920 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(920)(3) = 1102 cf
d=3ft Z=2 L=10 ft
VP = [(L W) + [(L+2 d Z) (W+2 d Z)] i1 d
L 2 J
Vp = 1116CF
W=15ft
GNA Design Associates, Inc.
z II N?
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
- Top Width = 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
-d50=911
- dMAX = 14"
-1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
6. Ememencv Spillwav
110yr = 7.03 In c = 0.4
hr
Q10yr = c 110yr ADrainage
Q10yr° 1.42cfs
H = 0.5 ft
Q10yr
LWeir - C H1.5
LWeir = 1.34ft
5
C = 3.0 ft-
sec
Use L = 10' min.
GNA Design Associates, Inc.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
Sediment Basin 10
ADrainage = 2.8 acre ADenuded = 2.8 acre
1. Required Storage Capacity
V = 1800 CF ADrainage
acre
V = 5040CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(2.8)(7.03)(0.6)]
=0.11 ac=5144.6sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(5144.6)(3) = 6173.5 cf
d=aft Z=2 L=100ft
VP = [(L W) + [(L+ 2 d Z) (W + 2 d 2)]] 1 d
L 2 J
Vp = 6786CF
W=15ft
GNA Design Associates, Inc.
?L h
z P
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
-Top Width 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
- d5o = 911
- dMAX = 14"
- 1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.
1
GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
6. Emergency Spillway
110yr = 7.03 in c = 0.4
hr
Q10yr = c 110yr ADrainage
Q10yr = 7.94 cfs
H=0.5ft
1-Weir = Q 10yr
C H1.5
Weir = 7.49 ft

ft.5
C=3.0-
sec
Use L =10' min.
GNA Design Associates, Inc.
i
D
Table 8.07a
Pipe Flow Chart for Design of Corrugated Metal Outlet Conduit
(Q in cubic ft/sec)
For Corrugated Metal Pipe Inlet Ke + Kb 1.0 and 70 feet of Corrugated Metal Pipe Conduit
n = 0.025. Note correction factors for other pipe lengths.
ia.
K
12"
15"
18"
21"
24"
30"
36"
42"
2 2.84 4.92 7.73 11.30 15.60 26.60 40.77 58.12
3 3.48 6.03 9.47 13.84 19.10 32.58 49.93 71.19
4 4.02 6.96 10.94 15.98 22.06 37.62 57.66 82.20
5 4.49 7.78 12.23 17.87 24.66 42.06 6,4.46 91.90
6 4.92 8.52 13.40 19.57 27.01 46.07 70.60 100.65
7 5.32 9.21 14.47 21.14 29.19 49.77 76.28 108.75
.8 5.68 .-9.84 15.47 22.60 31.19 53.19 81.53 116.23
9 6.03 •10.44 16.41 23.97 33.09 56.43 86.49 123.30
10 6.36 11.00 17.30 25.26 34.88 59.48 91.16 129.96
11 6.67 11.54 18.14 26.50 36.59 62.39 95.63 136.33
12 6.96 12.05 18.95 27.68 38.21 65.16 99.87 142.37
13 7.25 12.55 19.72 28.81 39.77 67.83 103.96 148.21
14 7.52 13.02 20.47 29.90 41.27 70.39 107.88 153.80
15 7.78 13.48 21.19 30.95 42.72 72.85 111.66 159.18
16 8.04 13.92 21.88 31.96 44.12 75.24 115.32 164.40
17 8.29 14.35 22.55 32.94 45.48 77.55 118.87 169.46
18 8.53 14.77 23.21 33.90 46.80 79.81 122.33 174.39
19 8.76 15.17 23.84 34.83 48.08 81.99 125.67 179.15
20 8.99 15.56 24.46 35.73 49.33 84.12 128.93 183.80
21 9.21 15.95 25.07 36.62 50.55 86.21 132.13 188.36
22 9.43 16.32 25.65 37.47 51.73 88.22 135.21 192.76
23 9.64 16.69 26.23 38.32 52.90 90.21 138.27 197.12
24 9.85 17.05 26.80 39.14 54.04 92.15 141.24 201.35
25 10.05 17.40 27.35 39.95 55.15 94.05 144.15 205.50
L Correction Factors For Other Pipe Lengths
40 1.23 1.22 1.20 1.19 1.16 1.14 1.13 1.11
50 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07
60 1.07 1.06 1.06 1.05 1.05 1.04 1.04 1.03
70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
80 0.95 0.95 0.95 0.96 0.96 0.96 0.97 0.97
90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.94
100 0.86 0.87 0.88 0.89 0.89 0.90 0.91 0.92
8.07.6

251
20(
15(
10(
9(
8(
7C
0 6C
Z' 5C
U
n. 4C
CO
Q
6 30
m
n.
a
20
10
9
8
7
6
5
0.5
Inlet Proportions
Pipe Pipe
Conduit Riser
(D)-in (d)-in
8-12 18
15 21
18 24
21 30
24- 30
30 36.
36 48
42 54
48 60
Figure 8.07b Design chart for riser outlet.
Rev. 12/93
Appendices
Pipe drop inlet spillway design:
For a given Q and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be less than 5D - h,
except as noted in the above sketch.
Example - Given: CMP; Q = 20 cfs; H = 14 ft, h max. 1.0 ft; L = 70 ft.
From Table 8.07a find conduit size (D) = 18 inches. From Inlet Propor-
tions Table, riser size = 24 inches. Head (h) required for Q = 20 and
d = 24 is 1.0 ft.
8.07.9
1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)

GNA Job No. 51665
Issued: 8/2/02
Revised 10.14.02
GNA Design Associates, Inc.
Riser Basin 5
ADrainage = 40.9 acre ADenuded = 40.9 acre
1. Required Storage Capacity
V = 1800 CF ADrainage
acre
V = 73620CF
2. Size Adequate Basin
Trapping Efficiency @ 75%: d = 2.5 ft
Surface area = (0.01)(peak inflow)
= (0.01)[(40.9)(7.03)(0.6)]
= 1.72 ac = 75148 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
= (0.4)(75148)(2.5) = 75148 cf
3. Riser Barrel Configuration
110yr = 7.03 hr c = 0.4

Z=2 L=240ft W = 120 ft
VP_LLr[(LW)+[(L+2dZ) (W+2dZ)]l?d
2
VP = 76625CF
cfs
QMIN = 0.2 ADrainage
acre
QMI N = 8.18 cfs
- Barrel (metal) - L=70'
freeboard= 1ft
H = d + freeboard Use 36" Barrel
H=3.5ft
Q10 = c 110yr ADrainage
Q10 = 115.97cfs
- Riser
30" matches 36" (from figure 8.07b)
Barrel = 36 in QBarrel = 49.93 cfs (from table 8.07a)
Riser = 60 in QRiser = 48.69 cfs (from fig 8.07b, h = 1ft)
i
GNA Job No. 51665
Issued: 8/2/02
Revised 10. 14.02
4. Emergency Spillway
QBarrel = 49.93 cfs
QRiser = 89.6 cfs
QES = Q10 - QBarrel
QES = 66.04cfs
(from table 8.07a, h = 3.5')
(from fig 8.07b, h = 1.5ft)
5
H=0.5ft C=3.0 ft-
sec
QES
LWeir = C H1.5
LWeir = 62.26ft Use L = 63'
GNA Design Associates, Inc.

GNA Job No. 51665 GNA Design Associates, Inc.
Issued: 8/2102
Revised 10.14.02
- Basin Dewatering
Determine Area of Holes
T=24 AS=LW h=d+1.5ft Cd=0.6
dhole = 0.5 in AS = 28800SF h = 4ft
(AS 2 h) Ahole = [(dhole )2
AO =
T Cd 20428 ft0'5 4
AO = 0.28 SF Ahole = 0.0014SF
Determine Number of Holes
[(d)
0.5 ft
Riser) 7c 2
NHoles = .25 ft NRows = (.25 ft)
NHoles = 63 NRows = 3
AProvided = NHoles NRows Ahole
AProvided = 0.3 SF > AO = 0.28 SF
Perforate lower 1/2 of Riser with 1/2" holes spaced 3" apart. Cover perforated section with 2' of
1/2" to 3/4" gravel (#57 washed stone).
- Anti-Seep Collar
1 ea., 4.0'x 4.0', watertight
-Anchor Principle Spillway
2
(Riser)
lb
Fupward = (d + 2 ft) 7C 4 062.4 lb
1 CF
Fupward = 5513.51b
Fdownward = 1.1 Fupward
Fdownward = 6064.841b
Fdownward
Concrete Slab lb = 69.23 CF
87.61 -
CF
Concrete Provided w = 8.5 ft Thk :=12 in
Vconc = w2 Thk Use 8.5' x 8.5'x 12"
Vconc = 72.25 CF
-Trash Guard
Fasten trash guard and anti-vortex device firmly to top of Riser
- Embankment
Top Width = 5' minimum
Side Slopes = 2:1 maximum
- Clean out basin when sediment reaches 1/2 storage depth.

GNA Job No. 51665
Issued: 8/2/02
Revised 10.14.02
ADrainage = 11.3 acre
1. Required Storage Capacity
CF
V = 1800 acre ADrainage
V = 20340CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
GNA Design Associates, Inc.
Riser Basin 8
ADenuded = 11.3 acre
Surface area = (0.01)(peak inflow)
= (0.01)((11.3)(7.03)(0.6)1
VP_r[(LW)+[(L+2dZ)(W+2dZ)l]ld
LL 2 JJ
= 0.48 ac = 20762 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
= (0.4)(20762)(3) = 24914 cf
3. Riser Barrel Configuration
110yr = 7.03 in in c = 0.4
hr
QMIN = 0.2 cfs ADrainage
acre
QMIN = 2.26 cfs
- Barrel (metal) - L=70'
freeboard = 1ft
H = d + freeboard Use 36" Barrel
H = 4 ft
w
z N°
d=3ft Z=2 L=120ft
W =60ft
Vp = 25056CF
Q10 = c 110yr ADrainage
Q10 = 32.04cfs
- Riser
30" matches 36" (from figure 8.07b)
Barrel = 36 in QBarrel = 57.66 cfs (from table 8.07a)
Riser = 48 in QRiser = 38.94 cfs (from fig 8.07b, h = 1ft)
i
i
GNA Job No. 51665
Issued: 8/2/02
Revised 10.14.02
4. Emergency Spillway
QBarrel = 57.66 cfs
QRiser = 71.56 cfs
QES = Q10 - QBarrel
QES = -25.62 cfs
(from table 8.07a, h = 4.5')
(from fig 8.07b, h = 1.5ft)
5
H=0.5ft C=3.0 ft-
sec
QES
Lweir = C H1.5
Lweir = -24.15ft Use L =10'
GNA Design Associates, Inc.
f GNA Job No. 51665 GNA Design Associates, Inc.
Issued: 8/2/02
Revised 10.14.02
' - Basin Dewatering
Determine Area of Holes
T=8 AS=LW h=d+1.5ft Cd=0.6
d hole 0.5 in AS = 7200SF h = 4.5ft
1
AO = (AS f 2-h) Ahole = [(dhole )2
J
' T Cd 20428 ft0'5 4
AO = 0.22 SF Ahole = 0.0014SF
'
(? Riser) 7C Determine Number of Holes
d1
I-0.5ft]
2 J
NHoles = 25 ft NRows =C (.25 ft)
NHoles = 50 NRows = 4
AProvided = NHoles NRows Ahole
AProvided = 0.3 SF > AO = 0.22 SF
Perforate lower 1/2 of Riser with 1/2" holes spaced 3" apart. Cover perforated section with 2' of
' 1/2" to 3/4" gravel (#57 washed stone).
- Anti-Seep Collar
1 ea., 4.0'x 4.0', watertight
' -Anchor Principle Spillway
2
?? Riser) 1
(d + 2 ft) it 4 062.4 lb lb
' Fupward =
1 CIF
Fupward = 3920.71 lb
' Fdownward = 1.1 Fupward
Fdownward = 4312.781b
Fdownward
Concrete Slab lb = 49.23 CF
87.61 -
CF
Concrete Provided w = 8 ft Thk = 10 in
uconc = w2 Thk Use 8' x 8' x 10"
' uconc = 53.33 CF
-Trash Guard
' Fasten trash guard and anti-vortex device firmly to top of Riser
- Embankment
' Top Width = 5' minimum
Side Slopes = 2:1 maximum
- Clean out basin when sediment reaches 1/2 storage depth.

1

1 3Do
fi
Outlet W = Do + 0.4t.a 120 7 AV '

1 pipe

diameter (Do)

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3 5 10 20 50 100 200 500 1000
Discharge (ft /sec) QG c?S
1
1
Curves may not be extrapolated.
1 Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw ? 0.5 diameter).

1
1 8.06.4
Rev. 12H3
4
1
Appendices
30? ----1T
- - ?- aw cvv avv
Discharge (ft3/sec)
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' Rev. 12193 8.06.3
WAIF
Q R Michael F. Easley
\QC? +nG Governor
Cl) tT',,,. William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
4 Alan W. Klimek, P.E. Director
Division of Water Quality
November 7, 2003
Mr. Mark Van Sickle, ALSA
GNA Design
428 East Fourth Street, Suite 408
Charlotte, NC 28202
Subject: Westmoreland Subdivision
DWQ Project No. 021617
Mecklenburg County
Dear Mr. Van Sickle:
The Wetlands Unit staff reviewed the revised stormwater management plans to convert wetland no. 3 into a pond.
Additional information is necessary to complete the technical review process. The required additional information is as
follows:
Wetland Surface Area
Based on my calculations the surface area should be approximately 31,000 square feet (SA/DA = 1.63). Please
revise plans to provide the appropriate surface area based on the average depth of the pond. .
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NCDENR Stormwater Best.Management Practices Manual, April 1999, and other documents and information can
be downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/.
Sincerely,
Todd StEn
vironmental Engineer
cc: Mooresville. Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
7
a
WATF;?
QG
f
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
September 16, 2003
Mr. Mark Van Sickle, ALSA
GNA Design
428 East Fourth Street, Suite 408
Charlotte, NC 28202
Dear Mr. Van Sickle:
Subject:
Westmoreland Subdivision
DWQ Project No. 021617
Mecklenburg County
The Wetlands Unit staff reviewed the revised stormwater management plans for wetland no. 3 of the subject project and
determined that additional information is necessary to complete the technical review process. The required additional
information is as follows:
1. Wetland Surface Area
Based on my calculations the surface area should be approximately 28,000 square feet (SA/DA = 1.53). Please
revise plans to reflect this slightly larger surface area.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of receipt of the
requested information. If you have any questions or would like to discuss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
hftp://h2o.ehnr.state.ne.us/ncwetiands/.
Sincerely,
Todd gental PE
EnviroEngineer
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Project Name: ul
Project No. DWQ
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 3.6 average depth status
Bottom of Basin (ft) 732.5
Permanent Pool (ft) 738 5.5 ft. depth ok
Temporary Pool (ft) 740.25 2.25 ft. depth ok
areas
Permanent Pool SA (sq ft) 28970 3 104 s . ft. check surfac
Drainage Area (ac) 43.7 1 _,107- ased on avg depth check surfac
impervious Area (ac) 17.6 40 % -
volumes
Permanent Pool (cu ft) 105612
Temporary Pool (cu ft) 87826 65431 cu. ft. ok
Forebay (cu ft) 31668 30.0% check forebc
other parameters
SA/DA 1.74 -
Orifice Diameter (in) 3 0.25 cfs drawdown -
Design Rainfall (in) 1 4.1 day drawdown ok
Linear Interpolation of Correct SA/DA***
5.5 ft. Permanent Pool Depth
% impervious SA/DA fron (Avg. Depth)
Next Lowest 40 1.731 1.623669317 1.43
Project Impervious 40.3 1.74 1.63 1.44
Next Highest 50 2.06 1.943036244 1.73
ft 4
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To:
NCDENR - Wetland Division
2321 Crabtree Blvd. Suite 250
Parkview Building
Raleigh, NC 27604
11T,ARE SENDING YOU:
? Shop drawings
?'Copy of Letter
LETTER OF TRANSMITTAL
Date: Nov. 3, 2003 Job No. 51665
Attention: Mr. Todd St. John
Re: Westmoreland Subdivision
Revisions to Pond #3
Via Overniaht
0 Attached ? Under separate cover via the following items:
? Prints ? Plans Samples ? Specifications
? Change Order ?
1 1 EA I I I Revised Plans and Calculations 1
THESE ARE TRANSMrrTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit - copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
Remarks-
Per your letter on the previously provided plans please find the attached revision to Pond #3
for the above referenced project. Please let me know ASAP if you need any additional
information.
Copy to:
Th c you! .
Signed:' ??/
By: Mark S. Van Sickle ASLA
Associate
r

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1

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1
GNA DESIGN ASSOCIATES, Inc.
123 EQst Fourth Stroat
iuito 448 [phone]
Oharloit t NC 20202
Suryong . Londsaps AmhHoduro . CMI Enainoerino
ENGINEERING DESIGN DATA
STORK DRAINAGES STORMWATER DETENTIONt AND
EROSION CONTROL FOR REVISED POND S &
INCORPORATION OF OFFSITE AREAS
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GNA Job No. 51665 ? b
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GNA Job No. 51665
Issued: 10/29/03
SUBMITTAL NARRATIVE
Westmoreland - Revised Pond No. 3
Cornelius, North Carolina
Project Description
VNA DESIGN ASSOCIATES, INC.
The drainage plan previously approved by Mecklenburg County and the NCDENR Division of
Water Quality for the Westmoreland Subdivision in Cornelius, North Carolina has been revised in
the region of proposed BMP Pond No. 3 in order to accommodate offsite development areas. A
previously-proposed BMP facility to service an adjacent multi-family development known as The
Commons is to be deleted to allow for the construction of a swim club facility for the Westmoreland
development. Accordingly, BMP pond No. 3 within the Westmoreland Subdivision is to be enlarged
to service a portion of the proposed Commons development along with the proposed swim club.
' In addition, due to the elimination of the offsite detention facility, the estimated post-development
runoff to be collected by the proposed Westmoreland storm drainage system and conveyed to BMP
Pond No. 3 will exceed 50 cfs for the 100-year design storm event. Therefore, in accordance with
Mecklenburg County requirements, a hydraulic analysis for the 100-year event has been completed
for a portion of the proposed drainage system.
' Stormwater Detention and BMP
' The increase in impervious area contributing to Pond No. 3 dictated that the pond surface area be
enlarged in order to meet BMP design criteria as outlined in the "Stormwater Best Management
Practices" guidance document (NCDENR, April 1999). The surface area requirements for a wetland
basin (using a 3 ft permanent pool depth) were such that a basin of this type would not fit within the
available space without impacting adjacent lots. As a result, the basin was redesigned as a wet
detention basin with a deeper permanent pool to allow for a reduction in the surface area
' requirement. Predeveloped and post-developed hydrologic analyses for the basin were completed
using the HEC-1 software. The analyses indicate the basin to meet allowable discharge limitations
for the 2 and 10-year design storm events.
100-Year Storm Analysis
' The HEC-1 analyses completed for BMP Pond No. 3 indicates a 100-year design storm discharge
of 134 cfs contributing to the proposed culvert at Rosalyn Glen Road. In order to avoid discharge
over the top of the road and across the proposed lots, the profile for Rosalyn Glen Road was raised
' and the proposed culvert enlarged to a 60-inch pipe to accept the 100-year design discharge. Inlet
and outlet control (hydraulic grade line) calculations indicate the culvert to operate under inlet
control conditions at the 100-year discharge. The estimated headwater/diameter ratio is 1.1,
indicating a culvert headwater elevation of 755.0 ft, or approximately 9-inches below the low point
of the road. The adjacent lots have been regraded to provide a minimum finished floor elevation of
' 757.0 ft.
1

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11
GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
Storm Drainage Calculations

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' GNA Job No. 51665
Issued: 7/19/02
Revised: 10/29/03

GNA DESIGN ASSOCIATES, Inc.
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
BMP Pond 3
Supporting Data for
Hydraulic Analysis

to ?`1?3
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' Project No. DWQ_ ??J p Z\Co ?? (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
' DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
' I. PROJECT INFORMATION (please complete the following information):
Project Name : ?5? thv?ELAN? S???t+,n\y?g??, rJ -- 95---
Contact Person: lynh F?Sl?' i2 Phone Number: (7CM)
For projects with multiple basins, specify which basin this worksheet applies to: yo"C) MC- 3
' Basin Bottom Elevation 132.5 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation "T" 2 .c) ft. (elevation of the orifice invert out)
Temporary Pool Elevation 210Z5 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ZSg;ti-iG sq. ft. (water surface area at permanent pool elevation)
Drainage Area Lk`?a ac. (on-site and off-site drainage to the basin)
Impervious Area \"l . C; ac. (on-site and off-site drainage to the basin)
' Permanent Pool Volume \C7 (o\Z cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume "?? ,Cp6Tf cu. ft. (/\i
' SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
1 II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1. (71.k ' The basin side slopes are no steeper than 3:1.
b< A submerged and vegetated perimeter shelf at less than 6:1 is provided.
DC Vegetation to the permanent pool elevation is specified.
?C An emergency drain is provided to drain the basin.
' X The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
'*' The temporary pool draws down in 2 to 5 days.
DC The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
X Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.(EX?S'i. nc AJ, ;kVs-*pR CNT%tl
' Pet, S!\tiiE9 A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
' A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
GNA Job No. 51665
Issued: 10/29/03
Page 1 of 1
r

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L

TABLE 2
COMPOSITE RUNOFF CURVE NUMBERS FOR POND 3
Westmoreland Subdivision
Cornelius, North Carolina
GNA DESIGN ASSOCIATES, INC.
Drain. Area Hydrologic Runoff
Area ID acres Soil Group Cover T e CN CN x A
EXISTING CONDITION
16.50 B Woods 55 908
12.50 B Grass 61 763
3.90 C Woods 70 273
10.30 C Grass 74 762
Total: 43.20 Composite CN: 63
PROPOSED' DEVELOPED CONDITION
OFFSITE 7.75 B Impervious 98 760
TO CULVERT 8.05 B Grass 61 491
1.85 B Woods 55 102
3.15 C Impervious 98 309
5.00 C Grass 74 370
2.25 C Woods 70 158
ONSITE 1.50 B Residential (45% Imp:) 77 116
TO CULVERT 0.45 C Residential 45% Imp.) 85 38
Total: 30.00 Composite CN: 78
OFFSITE TO BASIN 0.15 B Impervious 98 15
0.10 B Grass 61 6
0.90 8 Woods 55 50
ONSITE TO BASIN 8.40 B Residential (45% Imp.) 77 647
4.15 C Residential 45% Imp.) 85 353
Total: 13.70 Composite CN: 78
NOTES
1. Soil types include: Vance & Monacan (Group C) and Cecil (Group B). Refer to Soils Map.
2. Runoff Curve Numbers per Soil Conservation Service Technical Release 55 (SCS TR-55), June 1986.
3 45% impervious for onsite residential based on 47 full lots + 24 half lots @ 2640 SF avg. impervious area/lot
+ 2.9 acres of streettsidewalk area = 6.47 ac imp./14.5 ac total onsite area = 45% imp.

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' GNA Job No. 51665
Issued: 10/29/03
Page 1 of 1

F
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5

TABLE 4
Stage-Storage-Discharge Relationship
for Proposed Detention Basin No. 3
Westmoreland Subdivision
Cornelius, North Carolina
w GNA DESIGN ASSOCIATES, INC.
HGL Foreba Total Basin Discharge (cfs)
Elevation Stage Area Incr. Vol. Area Incr. Vol. Total Storage 3" Orifice i 7.85' Weir 20' Spillway! Max Out j
ft ' tt ft2 ft3 ft2 ft3 ft3 ac-ft 738.0 1 740.25 742.0 ; 18" Pie j Total
732.50 - 0.00- 0 _ 0 0____ _ 0 0 0.0000 0.00 - - 0.00
733.00 0.50 4380 1095 _ 11642 2911 4006 0.0920 0.00 j - 0.00
734.00 i 1.50 4956 4668 12507 12075 20748 0.4763 0.00 - - 0.00
735.00 2.50 5565 5261 13401 12954 38963 0.8945 0.00 j - - - 0.00
736.00 3.50 6205 5885 14324 13863 58710 1.3478 0.00 i - - 0.00
737.00 i 4.50 6877 6541 15275 14800 80051 1.8377 0.00 - 0.00
738.00 5.50 9559 8218 19411 17343 105612 2.4245 0.00 - - - 0.00
739.00 6.50 - - 31796 30383 135995 3.1220 0.22 - - 21.0 0.22
_739.25 1 6.75 32488 8035 144030 3.3065 0.25 - I - 21.5 0.25
739.50 7.00 - 33180 8208 152238 3.4949 0.28 - 21.9 0.28
739.75 I 7.25 - - 33871 8381 160620 3.6873 0.31 - - 22.3 0.31
740.00 7.50 - - 34563 8554 169174 3.8837 0.33 - - 22.7 0.33
740.25 7.75 - _
T 35130 8712 177886 4.0837 _ 0.35 0.00 - 23.1 0.35
740.50 8.00 - 35696 8853 186739 4.2869 0.37 3.27 23.5 3.64
740.75 8.25 - - 36263 8995 195734 4.4934 0.39 9.24 - - 23.9 9.63
741.00 1 8.50
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741.50 9.00 -_ _
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37993 9280
9426 214150
223576 4.9162
5.1326 0.42
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742.00 jT 9.50 _ _
- 39157 9717 242863 5.5754 0.47 - 60.5 0.00 25.8 25.8
742.25 9.75 - - 39755 9864 252727 5.8018 0.49 ! 73.9 8.33 1 26.2 34
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GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
BMP Pond 3
Existing Conditions
HEC-1 Analysis for
2 & 10-Year Design Storms

1 + kr.frrxxe+.xaxar#««f wwxf wf rf «xfwrrx##
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY. 1991
VERSION 4.0.1E
;
Lahey F77L-EM/32 version 5.01
' Dodson 6 Associates, Inc.
• RUN DATE 10/20/03 TIME 08:03:33
rrxr+###+#+##r##kr}kxxk##+#xr#:r4f rr4rf rr

X X XXXXX XX XXXXX X
X X X X X XX
X X X X X
XXX XXXX XXXX X XX XXX X
' X X X X X
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X X XXXXX XX XXXXX XXX
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* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET +
DAVIS, CALIFORNIA 95616
* [phone] #
r+###++4444#####++#a4#}##kar#4rrrf##rxr
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON PM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
*** FREE •*•
1 ID 51665: WESTMORELAND POND 3, CORNELIUS, NC
2 ID EXISTING CONDITIONS -
3 IT 2 01JAN00 1200 1000
4 IO 0 0
5 KK DA-2
6 KM 2-YR, 6-HR STORM
7 KO 3 1
8 BA 0.0675
9 PH 0 0.42 0.83 1.45 1.76 1.95 2.28
10 LS 0 63
11 UD 0.264
12 KK DA-10
13 KM 10-YR, 6-HR STORM
14 KO 3 1
15 BA 0.0675
16 PH 0 0.59 1.26 2.36 2.90 3.21 3.72
17 LS 0 63
18 UD 0.264
19
20 Z2
1r xrrf:#rwx##r#xx#r##rkrrr#44r4af xrxx+rar
4 FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991
VERSION 4.0.1E
* Lahey F77L-EM/32 version 5.01
Dodson & Associates, Inc.
* RUN DATE 10/20/03 Ti.. 08:03:33
ra+4rr4+«rr.r44rrfrrkrxaarxxa agar«#rrrrrk
51665: WESTMORELAND POND 3, CORNELIUS, NC
EXISTING CONDITIONS
4 IO OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE'
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 33.30 HOURS
ENGLISH UNITS -
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
r#f4#xx++#r##k4r444+r 44#4444! }arrxx#t!r
#
# U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER +
+ 609 SECOND STREET
DAVIS, CALIFORNIA 95616
+ [phone]
r«rrr4r.r4rwrrxxf rr«kr+wrr r«rrf krrfxr#r
rrr +kr rr+ r
r rr 4r+ rrr rrk Orr rr. r.r rra rrr rrx xrx #r# rx: rrr krr r+r rrr rrr 44: rar ### rrr r4r rwr r#a :+r aa. r+4 r4f +r#
..r4r4frf xrr#
5 KK DA-2 +
r
„ *x****f*fxf*
2-YR, 6-HR STORM
7 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
' QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
' 8 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
S-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
' 0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.07
10 LS SCS LOSS RATE
STRTL 1.17 INITIAL ABSTRACTION
CRVNBR 63.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
11 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.26 LAG
***
UNIT HYDROGRAPH
42 END-OF-PERIOD ORDINATES
5. -16. 30. 50. 75. 97. 110. 116. 115. 109.
99. 88. 73. 58. 47. 38. 32. 27. 22. 18.
15. 12. 10. 8. 7. 6. 5. 4. 3. 3.
' 2. 2. 1. 1. 1. 1. 1. 1. 0. 0.

ftt 0. 0.
**f *r* xf. ***
HYDROGRAPH AT STATION DA-2
' TOTAL RAINFALL = 2.28, TOTAL LOSS 2.10, TOTAL EXCESS = 0.17
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CFS) (HR)
(CFS)
+ 6. 3.50 1. 0. 0. 0.
(INCHES) 0.175 0.175 0.175 0.175
(AC-FT) 1. 1. 1. 1.
CUMULATIVE AREA = 0.07 SQ MI
xxx xaa rxa aa, rr, ax. f,r ffx +tx aff xrx afx x.x a.x xxx •,t fft ,r, x,. ..x x xx xxx xxr *r* fx, exr xxx t*x t,* fax txt at* +.r
,ax ,xa
•f,
,
12 KK DA
10
,ff tfff tff tf tt
10-YR, 6-HR STORM '
' 14 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
*** HEC-1 ERROR 1 *** INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 19
SUBBASIN RUNOFF DATA
15 BA SUBBASIN CHARACTERISTICS
TAREA - 0.07 SUBBASIN AREA
' PRECIPITATION DATA
16 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
' 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 2-DAY 4-DAY 7-DAY 10-DAY
0.00 0.00 0.00 0.00
STORM AREA 0.07
17 LS SCS LOSS RATE
STRTL 1.17 INITIAL ABSTRACTION
CRVNBR 63.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
18 UD SCS DIMENSIONLESS UNITGRAPH
. TLAG 0.26 LAG
' UNIT HYDROGRAPH
42 END-OF-PERIOD ORDINATES
5. 16. 30. 50. 75. 97. 110. 116. 115. 109.
99. 88. 73. 58. 47. 38. 32. 27. 22. 18.
15. 12. 10. 8. . 6. 5.
2. 2. 1. 1. 1. 1. 1. 4. 3. 3.
1. 0. 0.
'
xxx 0. 0.
f,f fxt txf xxx
HYDROGRAPH AT STATION DA-10

' TOTAL RAINFALL 3.72, TOTAL LOSS 2.95, TOTAL EXCESS 0.77
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
' r (CPS) (HR)
(CFS)
+ -34. 3.40 6. 1. 1. 1.
(INCHES) 0.769 0.769 0.769 0.769
(AC-FT) 3. 3. 3. 3.
' CUMULATIVE AREA - 0.07 SQ MI
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
' PEAK TIME OF AVERAGE PLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ DA-2 6. 3.50 1. 0. 0.
HYDROGRAPH AT
DA-10 34. 3.40 6. 1. 1.
••• 1 ERROR(S) DETECTED BY HEC-1 +*+
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.07
0.07
n

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GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 10/29/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
BMP Pond 3
Proposed Conditions
HEC-1 Analysis for
2, 10, 50, & 100-Year Design Storms

J

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C
1

F
1
0

FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991
VERSION 4.0.1E
Lahey F77L-EM/32 version 5.01 +
Dodson Associates, Inc.
* RUN DATE 101729 /03 TIME 21:01:27
.«.rx•„x«wr,re,ww,x,r•x•,,,w•:,,,,,«xwxw
x x xxxxx xx xxx xx x
x x x x x xx
x x x x x
xxxx xxx xxxx x xxx xx x
x x x x x
x x x x x x
x x xxxxx xx xxx xx xxx
+ U.S. ARMY CORPS OF ENGINEERS '
HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET +
• DAVIS, CALIFORNIA 95616 «
[phone] +
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 - HEC-1 INPUT PAGE 1
LINE ID. ...... 1. ...... 2. ......3. ......4.. .....5. ......6. ......7 .......8. ......9. .....10
+*• FREE +++
1 ID 51665: WESTMORELAND POND 3, CORNELIUS, NC
' 2 ID PROPOSED DEVELOPED CONDITIONS
3 IT 2 01JAN00 1200 1000
4 IO 0 0
5 KK 02CLVT
6 KM 2-YR, 6-HR STORM
7 KO 3 1
8 BA 0.04688
9 PH 0 0.42 0.83 1.45 1.76 1.95 2.28
10 LS 0 78
11 UD 0.156
12 KK 02BASIN
13 KO 3 1
14 BA 0.02141
15 LS 0 78
16 UD 0.168
17 KK 02ADD
18 KO 3 1
19 HC 2
20 KK 02ROUTE
21 KM ROUTE THROUGH DETENTION BASIN
22 KO 3 1
23 RS 1 ELEV 738.00
24 SV 2.4245 3.1220 3.3065 3.4949 3.6873 3.8837 4.0837 4.2869 4.4934 4.7032
25 SV 4.9162 5.1326 5.3523 5.5754 5.8018 6.0317 6.2650 6.5017 6.9857 7.4838
26 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
27 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 . 743 743.5 744
28 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
29 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 93.8 150 217
30 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
31 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
32 KK IOCLVT -
33 KM 10-YR, 6-HR STORM
34 KO 3 1
35 BA 0.04688
36 PH 0 0.59 1.26 2.36 2.90 3.21 3.72
37 LS 0 78
38 UD 0.156
39 KK 10BASIN
40 KO 3 1
41 BA 0.02141
42 LS 0 78
43 UD 0.168
1 HEC-1 INPUT PAGE 2
LINE ID. ...... 1. ...... 2 ....... 3. ...... 4. ...... 5. ...... 6 ....... 7 ....... 8 ........ 9. ..... 10
44 KK 10ADD
45 KO 3 1
46 HC 2
47 KK 10ROUTE
48 KM ROUTE THROUGH DETENTION BASIN
49 KO 3 1
50 RS 1 ELEV 738.00
51 SV 2.4245 3.1220 3.3065 3.4949 3.6873 3.8837 4.0837 4.2869 4.4934 4.7032
52 SV 4.9162 5.1326 5.3523 5.5754 5.8018 6.0317 6.2650 6.5017 6.9857 7.4838
53 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
54 BE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
55 SQ 0 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.4
56 SQ 24.7 25.1 25.5 25.8 34.5 50.1 70.1 --93.8 150 217
57 SE 738 739 739.25 739.5 739.75 740 740.25 740.5 740.75 741
58 SE 741.25 741.5 741.75 742 742.25 742.5 742.75 743 743.5 744
59 KK SOCLVT
60 KM 50-YR, 6-HR STORM -
61 KO 3 1

5 KK 02 CLVT
i f++x+++f++R+r 2-YR, 6-HR STORM
7 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

8 BA SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERISTICS ,
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
1 ..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.05
' 10 LS SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
11 UD SCS DIMENSIONLESS UNITGRAPH

TLAG 0.16 16 LAG
f:!
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107. 82. 57. 41.
' 31. 23. 16. 12. 9. 6• 5. 3. 2. 2.
1. 1. 1. 0. 0.
HYDROGRAPH AT STATION 02CLVT
TOTAL RAINFALL = 2.28, TOTAL LOSS 1.63, TOTAL EXCESS = 0.65
PEAK FLOW TIME - MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CPS) (HR)
(CPS)
29. 3.23 3. 1. 1. 1.
(INCHES) 0.649 0.649 0.649 0.649
(AC-PT) 2. 2. 2. 2.
CUMULATIVE AREA 0.05 SQ MI
ifR f!f ?if f xi RR4 +f! !RR xx? xRfi ? #!R +fiR fixR f** !f4 fRR f!R ffiR !*f +*# f if +fR #f4 r*# R?? ?fi ff4 #+* ifR !*4 R?? RRf ?f?
12 KK r Rl02BASIN!!r
!
13 KO r+?xffrif iir+
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA -
' 14 BA SUBBASIN CHARACTERISTICS
TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
9 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
' ..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.02
15 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
' 16 UD SCS DIMENSIONLESS UNITGRAPH R#+
TLAG 0.17 LAG
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
5. 15. 31. 47. 55. 56. 50. 41. 30. 22.
' 16. 12. 9. 7. 5. 4. 3. 2. 2. 1.
1. 1. 1. 0. 0. 0. 0.
HYDROGRAPH AT STATION 02BASIN
TOTAL RAINFALL = 2.28, TOTAL LOSS = 1.63, TOTAL EXCESS 0.65
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
' + (CFS) (HR)
' a (FEET) (HR)
740.48 4.97 740.32 739.99 739.70 739.70
CUMULATIVE AREA . 0.07 SO MI
i!. !!! .!. ... ... i!. ... !!f ift ... .»i ... ... f.. ... rif ... ... .if ... !f. »fi » !» !f. ... .f! ».. .f! f»i ... ..f ..i 1f.
' 32 KK 10CLVT»f!
#
!f.l.
tiil.t»1f
10-YR, 6-HR STORM
34 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
35 BA SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
36 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........
... TP-49 ...........
' 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY - 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.05
37 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
38 UD SCS DIMENSIONLESS UNITGRAPH
' TLAG 0.16 LAG
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107. 82.
31. 23. 16. 12. 9. 6. 5. 3. 57. 41.
2. 2.

!#! 1. 1. 1. 0. 0.
i!i i»r iii iii
HYDROGRAPH AT STATION 10CLVT
' TOTAL RAINFALL 3.72, TOTAL LOSS . 2.05, TOTAL EXCESS . 1.67
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)

a 74. (CFS)
3.20 8. 2. 2. 2.
(INCHES) 1.666 1.666 1.666 1.666
(AC-FT) 4. 4. 4. 4.
CUMULATIVE AREA : 0.05 SQ MI
!!r ttt fr! t !i f!f ftf ffr fft fi# i!i tii t*i t!k f»f kf» rir Rif #»i if# rfi irf ffr f fR r»# ffi iir iff iii iii fiR !it ?ff ffi

39 KK
i
i ilf tf!!!!flii
10BASIN
f kf ilif k!lffi "
40 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
' IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
41 BA SUBBASIN CHARACTERISTICS
' TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
36 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
. ..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 ...........
' 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
- STORM AREA . 0.02
42 LS SCS LOSS RATE
' STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
43 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.17 LAG
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
5. 15. 31. 47. 55. 56. 50. 41. 30. 22.

28. 3.70 9. 2. 2. 2.
(INCHES) 1.218 1.349 1.389 1.389
(AC-FT) 4. 5. 5. S.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
r (AC-FT) (HR)
6. 3.70 4. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
«
(FEET) 6-HR
(HR) 24-HR 72-HR 33.30-HR
742.07 3.70 740.74 740.11 739.81 739.81
CUMULATIVE AREA = 0.07 SQ MI
.fii ... ... . ++ +.+ ... i.. ... ff+ f.. 1w + rrr ..i ... ?.. +!r #.t ... k.. .#f +.f ... f .. fix +tf +## +xf YYx fxf #rr rrr frY rff

'
59 KK Y
! rirxirir#f Yr
50CLVT
t
i f xf ttxitxtxYt
50-YR, 6-HR STORM
61 KO OUTPUT CONTROL VARIABLES
IPRNT 3
PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
- 62 BA SUBBASIN CHARACTERISTICS -
' TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
63 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... .
5-MIN 15-MIN 60-MIN .............. TP-40 ............... ........
2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY ... TP-49 ...........
4-DAY 7-DAY 10-DAY
0.75 1.62 3.05 3.78 4.20 4.92 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.05
64 LS SCS LOSS RATE
STRTL 0.56
INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
65 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.16 LAG
++x
UNIT HYDROGRAPH
25 END--OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107. 82. 57. 41.
' Yff 31. 23. 16.
1. 1. 1.
of !rx 12. 9. 6. ##+ 5. 3.
0. 0.
x.x 2. 2.
HYDROGRAPH AT STATION 50CLVT
TOTAL RAINFALL 4.92,, TOTAL LOSS 2.28, TOTAL EXCESS = 2.64
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
a (CPS) (HR)

a 116. (S)
3.20 13.
3. 2. 2.
' (INCHES) 2.643 2.643 2.643 2.643
(AC-FT) 7. 7. 7. 7.
CUMULATIVE AREA = 0.05 SQ MI
ffY Y.f iYf Rf f rf! YRi fkf iit i!f rfk ri . f!f i.f iir kff f.f #4f +Yr eit fi! if• f#• r ii iw? +ti wix !w# f.f xif xf+ fff r!f fii
' 66 KK '
i +rr 50BASINww*
it+f ti.*retif
67 KO OUTPUT CONTROL VARIABLES
IPRNT 3 -
PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA "
68 BA SUBBASIN CHARACTERISTICS
' TAREA 0.02 SUBBASIN AREA
PRECIPITATION DATA
63 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ......
5-MIN 15-MIN 60-MIN ............... TP-40 ............... ........
2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY ... TP-49 ...........
4-DAY 7-DAY 10-DAY
0.75 1.62 3.05 3.78 4.20 4.92 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.02
61 LS SCS LOSS RATE
'
STORAGE 4.92 5.13 5.35 5.58 5.80 6.03 6.26 6.50 6.99 7.48
OUTFLOW 24.70 25.10 25.50 25.80 34.50 50.10 70.10 93.80 .150.00 217.00
ELEVATION 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
' .!r :lwHYDROGRAPH AT STATION 50ROUTE
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CFS)
+ 91. 3.43 16. 4. 3. 3.
(INCHES) 2.192 2.324 2.365 2.365
(AC-FT) B. 8. 9. 9.
PEAK STORAGE TIME
6-HR MAXIMUM AVERAGE STORAGE
24-HR 72-HR 33.30-HR
+
(AC-PT)
(HR)
6. 3.43 5. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
+ (FEET) (HR)
742.97 3.43 740.99 740.18 739.87 739.87
CUMULATIVE AREA - 0.07 SQ MI
fa! ff# !f# !a# ff! 1xi f#f 1ff !if fef k 4r t1r 4w4 #44 !!! ##! #!# !44 !!! f!# f af !ft fff 4x! fw# 11f 1rw !x4 xxt xr• a## #!f aa•

86 KK 4xr4aa#f!!!wf!
e
: OOCLVT
r i
Y?*
#1r lxrxwr
100-YR, 6-HR STORM
88 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
' IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
89 BA SUBBASIN CHARACTERISTICS
TAREA 0.05 SUBBASIN AREA
PRECIPITATION DATA
90 PH DEPTHS FOR O-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ......
5-MIN 15-MIN 60-MIN ....... ........ TP-40 ...............
2-HR 3-HR 6-HR 12-HR 24-HR ........... TP-49 ...........
2-DAY 4'-DAY 7-DAY 10-DAY
' 0.82 1.74 3.40 4.10 4.40 5.50 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.05
91 LS SCS LOSS RATE
STRTL 0.56 INITIAL ABSTRACTION
CRVNBR 78.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
92 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.16 LAG
rfi
UNIT HYDROGRAPH
25 END-OF-PERIOD ORDINATES
12. 38. 81. 118. 131. 125. 107. 82. 57. 41.
31. 23. 1
1. 1. 1. .

rxx
0. 0.
0.
12. !fl 6. *!! S. 3. 2. 2.
HYDROGRAPH. AT STATION 1000LVT
TOTAL RA INFALL 5.50, TOTAL LOSS = 2.36, TOTAL EXCESS = 3.14
' PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
+ 134. 3.20 16. 4. 3.
' (INCHES) 3.140 3.140 3.1440 0 3.140
(AC-FT) S. 8. 8. 8.
CUMULATIVE AREA = 0.05 SQ MI
f14 fox e.i ifw •xx !a# !a# frf •a! ! •a !+r •ew xwx xrx rrx fxi !#f aaa fxx ! 44 aw4 .a4 r4r aaa #!! wii !!! 1ff .fr rrr xar fr•
' 93 KK 'xx*OOBASINl x#
94 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
95 BA SUBBASIN CHARACTERISTICS
1 109 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 4. 10. 17.
25. 25. 26. 26. 35. 50. 70. 94. 150. 217.
111 SE ELEVATION 7 38.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
7 41.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00
1
COMPUTED STORAGE-OUTFLOW-ELEVATION DATA
STORAGE 2.42 3.12 3.31 3.49 3.69 3.88 4.08 4.29 4.49 4.70
OUTFLOW 0.00 0.22 0.25 0.28 0.31 0.33 0.35 3.64 9.63 17.40
ELEVATION 738.00 739.00 739.25 739.50 739.75 740.00 740.25 740.50 740.75 741.00
STORAGE 4.92 - 5.13 5.35 5.58 5.80 6.03 6.26 6.50 6.99 7.48
OUTFLOW 24.70 25.10 25.50 25.80 34.50 50.10 70.10 93.80 150.00 217.00
ELEVATION 741.25 741.50 741.75 742.00 742.25 742.50 742.75 743.00 743.50 744.00

HYDROGRA PH AT STATION 100ROUTE
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+
(CPS) (HR)
(CFS)
+ 125. 3.40 20. 5. 4. 4.
(INCHES) 2.688 2.819 2.862 2.862
(AC-FT) 10. 10. 10. 10.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
7. 3.40 5. 4. 4. 4.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
+ (FEET) (HR)
743.28 3.40 741.06 740.20 739.89 739.89
CUMULATIVE AREA - 0.07 SQ MI
l
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MI LES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 2 4-HOUR 72-HOUR
HYDROGRAPH AT
+ 02CLVT 29. 3.23 3. 1. 1. 0.05
HYDROGRAPH AT
'
+ 02BASIN 13. 3.23 1. 0. 0. 0.02
2 COMBINED AT
+ 02ADD 42. 3.23 5. 1. 1. 0.07
ROUTED TO
02R0UTE 3. 4.97 2. 1. 0. 0.07
+ 740.48 4.97
HYDROGRAPH AT
+ lOCLVT 74. 3.20 8. 2. 2. 0.05
HYDROGRAPH AT
'
+ 10BASIN 33. 3.23 4. 1. 1. 0.02
2 COMBINED AT
+ 10ADD 107. 3.20 12. 3. 2. 0.07

+ ROUTED TO
lOROUTE
28.
3.70 9.
2.
2.
0.07
'
+ 742.07 3.70
HYDROGRAPH AT
+ SOCLVT 116. 3.20 13. 3. 2. 0.05
HYDROGRAPH AT
+ 50BASIN 51. 3.20 6. 2. 1. 0.02
2 COMBINED AT
+ SOADD 167. 3.20 19. 5. 3. 0.07
ROUTED TO
+ SOROUTE 91. 3.43 16. 4. 3. 0.07
+ 742.97 3.43
HYDROGRAPH AT
+ 1000LVT 134. 3.20 16. 4. 3. 0.05
HYDROGRAPH AT
+ 100BASIN 59. 3.20 7. 2. 1. 0.02
2 COMBINED AT
+ 100ADD 193. 3.20 23. 6. 4. 0.07
ROUTED TO
' 100R0UTE 125- 3.40 20. 5. 4. 0.97
+
743.28
3.40
?* 1 ERROR(S) DETECTED BY HEC-1 *".

GNA Job No. 51665
Issued: 7/19/02
Revised: 10/29/03
GNA DESIGN ASSOCIATES, Inc.
Westmoreland
Subdivision Submittal
Cornelius, North Carolina
100-Year Design Storm Analysis for
Proposed Culvert System
Structure Nos. 84 to 80

160 10,000 CHART 1 Q.
168 8,000 EXAMPLE 1 I (2) (3)
156 6,000 0.42 Inch" (3.5 foef)
144 5,000 as Ito oft
a.
4,000 Mw 6• a.
132
het 4.
3 000 a

120
(2) 2.1 7.4
2,000 13) 2.2 7.7 4.-
108
10 in feat
96 1,000
800

84 _
800
Soo
400
/ ?.
2.
72
300
Z N N
0 v 200 1.5
_ Z W
54 Q I t? a
?uJ 100 ! Its e"
J 48 80 R 1 13? c{??
a
? 42 v 60 W
50 HW
ENTRANCE ° -
c
40 SCALE
0 TYPE ? 1.0

W
36
30
(q Square edge with W

2
headwall 3 9
.
' 33 0
Q 20 (2) Groove and with a
W
30 headwall
(3) Groove and •6
27 protecting
10
24 a .7
6 To-use scale (2) or (3) pretest
-21 5 horizontally to scale (1),thea
4 use straight inclined tint through
0 and 0 scales, or reverse as
3 Illustrated.
IS
F
2
'5 L
GO .5
4.
3.
3.
2. 2-
1.0 1.0
.9 .9
.6 .6
.7 r
.6 .6
HEADWATER DEPTH FOR
HEADWATER SCALES 2813 CONCRETE PIPE CULVERTS
BUREAU OF PUBLIC ROADa JAN 043 REVISED MAY 1964 WITH INLET CONTROL
181

W
W
a
3 y
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J A
A Z
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6
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' GNA Job No. 51665
Issued: 7/19/02
Revised: 10/29/03

u

0

GNA DESIGN ASSOCIATES, Inc.
Westmoreland
Subdivision Submittal
Charlotte, North Carolina
Erosion Control Calculations

i
GNA Job No. 51665
Issued: 07.19.02
Revised 10. 14.02
Sediment Basin 6
ADrainage = 5.6 acre ADenuded = 5.6 acre
1. Required Storage Capacity
CF
V = 1800 acre ADrainage
V = 10080CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(5.6)(7.03)(0.6)]
= 0.23 ac = 10,289.2 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(10289.2)(3) = 12347 cf
d=3ft Z=2 L=80ft
VP _r[(L W)+[(L+2 dZ) (W+2 d Z)]]l d
LL 2 JJ
Vp = 10686CF
W=35ft
GNA Design Associates, Inc.
Z N O
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
- Top Width = 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
-d5o=9"
- dMAx = 14"
- 1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.14.02
6. Emergency Spillway
in
110yr = 7.03 hr c = 0.4
Q10yr = c 110yr ADrainage
Q10yr = 15.88cfs
5
H=0.5ft C=3.0 ft-
sec
Q10yr
Weir = C H1.5
I-Weir= 14.97 ft

GNA Design Associates, Inc.
Use L =15' min.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
Sediment Basin 7
ADrainage = 0.5acre ADenuded = 0.5acre
1. Required Storage Capacity
CF
V = 1800 ADrainage
acre
V = 900CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(0.5)(7.03)(0.6)]
= 0.02 ac = 920 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(920)(3) = 1102 cf
d=3ft Z=2 L=10ft
VP = [(L W) + [(L+2 d Z) (W+2 d 4]] 1 d
Il 2 J
Vp = 1116CF
W=15ft
GNA Design Associates, Inc.
Z N?
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
- Top Width = 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
- d5o = 9"
- dMAX = 14"
- 1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
6. Emergency Spillway
110yr = 7.03 in
c = 0.4
hr
Q10yr = c 110yr ADrainage
Q10yr = 1.42 cfs
H.= 0.5 ft
Q 10yr
Weir C H1.5
LWeir = 1.34 ft

5
C = 3.0 ft-
sec
Use L = 10' min.
GNA Design Associates, Inc.

GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
Sediment Basin 10
ADrainage = 2.8 acre ADenuded = 2.8 acre
1. Required Storage Capacity
CF
V = 1800 acre ADrainage
V = 5040CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
Surface area = (0.01)(peak inflow)
_ (0.01)[(2.8)(7.03)(0.6)]
=0.11 ac=5144.6sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
_ (0.4)(5144.6)(3) = 6173.5 cf
d=3ft Z=2 L=100ft
VP _ [(L W) + [(L+2 d Z) (W+2 d Z)] i1 d
L 2 J
Vp = 6786CF
W=15ft
GNA Design Associates, Inc.
?? ? Ewaw
Z N O
3. Cleanout
Sediment shall be removed and capacity restored to original condition when sediment reaches
1.5 ft in depth.
4. Embankment
- Total Height = 3' (Storage Pool) + 1' (Water) + 1' (Freeboard) = 5 ft
- Top Width = 5.0 ft
- Sideslopes = 2:1
5. Outlet Section (Stone Section)
-d5o=9"
- dMAx = 14"
- 1 ft thick layer #57 washed stone on inside face of dam. Mirafi 160N filter fabric shall be placed
under all rip-rap.
t
GNA Job No. 51665
Issued: 07.19.02
Revised 10.07.02
6. Emerqency Spillwav
in
110yr = 7.03 hr c = 0.4
Q10yr = c 110yr ADrainage
Q 10yr = 7.94 cfs
H=0.5ft
Q 10yr
LWeir ° C H1.5
LWeir = 7.49ft

5
C = 3.0 ft-
sec
Use L =10' min.
GNA Design Associates, Inc.
1 D

Table 8.07a
Pipe Flow Chart for Design of Corrugated Metal Outlet Conduit
(0 in cubic ft/sec)

n

n

For Corrugated Metal Pipe Inlet Ke + Kb = 1.0 and 70 feet of Corrugated Metal Pipe Conduit
n = 0.025. Note correction factors for other pipe lengths.
la.
H
12"
15"
18"
21"
24"
30"
36"
42"
2 2.84 4.92 7.73 11.30 15.60 26.60 40.77 58.12
3 3.48 6.03 9.47 13.84 19.10 32.58 -49.93 71.19
4 4.02 6.96 10.94 15.98 22.06 37.62 57.66 82.20
5 4.49 7.78 12.23 17.87 24.66 42.06 6,6.46 91.90
6 4.92 8.52 13.40 19.57 27.01 46.07 70.60 100.65
7 5.32 9.21 14.47 21.14 29.19 49.77 76.28 108.75
8 5.68 =9.84 15.47 22.60 31.19 53.19 81.53 116.23
9 6.03 -10.44 16.41 23.97 33.09 56.43 86.49 123.30
10 6.36 11.00 17.30 25.26 34.88 59.48 91.16 129.96
11 6.67 11.54 18.14 26.50 36.59 62.39 95.63 136.33
12 6.96 12.05 18.95 27.68 38.21 65.16 99.87 142.37
13 7.25 12.55 19.72 28.81 39.77 67.83 103.96 148.21
14 7.52 13.02 20.47 29.90 41.27 70.39 107.88 153.80
15 7.78 13.48 21.19 30.95 42.72 72.85 111.66 159.18
16 8.04 13.92 21.88 31.96 44.12 75.24 115.32 164.40
17 8.29 14.35 22.55 32.94 45.48 77.55 118.87 169.46
18 8.53 14.77 23.21 33.90 46.80 79.81 122.33 174.39
19 8.76 15.17 23.84 34.83 48.08 81.99 125.67 179.15
20 8.99 15.56 24.46 35.73 49.33 84.12 128.93 183.80
21 9.21 15.95 25.07 36.62 50.55 86.21 132.13 188.36
22 9.43 16.32 25.65 37.47 51.73 88.22 135.21 192.76
23 9.64 16.69 26.23 38.32 52.90 90.21 138.27 197.12
24 9.85 17.05 26.80 39.14 54.04 92.15 141.24 201.35
25 10.05 17.40 27.35 39.95 55.15 94.05 144.15 205.50
L Correction Factors For Other Pipe Lengths
40 1.23 1.22 1.20 1.19 1.16 1.14 1.13 1.11
50 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07
60 1.07 1.06 1.06 1.05 1.05 1.04 1.04 1.03
70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
80 0.95 0.95 0.95 0.96 0.96 0.96 0.97 0.97
90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.94
100 0.86 0.87 0.88 0.89 0.89 0.90 0.91 0.92

1 8.07.6

25(
20(
15C
10C
9C
8C
7C
60
Z, 50
U
CO
40
U
0 30
m
a
d
20
10
8
7
5
0.5
Inlet Proportions
Pipe Pipe
Conduit Riser
(D)-in (d)-in
8-12 18
15 21
#8 24
21 30
24- 30
30 36.
36 48
42 54
48 60
Figure 8.07b Design chart for riser outlet.
Appendices
Pipe drop inlet spillway design:
For a given Q and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be less than 5D - h,
except as noted in the above sketch.
Example - Given: CMP; Q = 20 cfs; H = 14 ft, h max. 1.0 ft; L = 70 ft.
From Table 8.07a find conduit size (D) = 18 inches. From Inlet Propor-
tions Table, riser size = 24 inches. Head (h) required for Q = 20 and
d = 24 is 1.0 ft.
Rev. 12193 8.07.9
1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)

GNA Job No. 51665
Issued: 8/2102
Revised 10.14.02
GNA Design Associates, Inc.
Riser Basin 5
ADrainage = 40.9 acre ADenuded = 40.9 acre
1. Required Storage Capacity
CF
V = 1800 ADrainage
acre
V = 73620CF
2. Size Adequate Basin
Trapping Efficiency @ 75%: d = 2.5 ft
Surface area = (0.01)(peak inflow)
= (0.01)[(40.9)(7.03)(0.6)]
= 1.72 ac = 75148 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
= (0.4)(75148)(2.5) = 75148 cf
3. Riser Barrel Configuration
in
110yr=7.03- c=0.4
hr
a
I Z owo
Z=2 L = 240 ft W = 120 ft
VP_r((LW)+[(L+2dZ)(W+2dZ)]lld
LL 2 JJ
Vp = 76625CF
cfs
QMIN = 0.2 ADrainage
acre
QMIN = 8.18cfs
- Barrel (metal) - L=70'
freeboard = 1 ft
H = d + freeboard Use 36" Barrel
H = 3.5 ft
Q10 = c 110yr ADrainage
Q10 = 115.97cfs
- Riser
30" matches 36" (from figure 8.07b)
? Barrel = 36 in QBarrel = 49.93 cfs (from table 8.07a)
? Riser = 60 in QRiser = 48.69 cfs (from fig 8.07b, h = 1 ft)

GNA Job No. 51665
Issued: 8/2/02
Revised 10. 14.02
4. Emergency Spillway
QBarrel = 49.93 cfs
QRiser = 89.6 cfs
QES = Q10 - QBarrel
QES = 66.04cfs
(from table 8.07a, h = 3.5')
(from fig 8.07b, h = 1.5ft)
5
H=0.5ft C=3.0 ft-
sec
QES
Weir = C H1.5
LWeir = 62.26ft Use L = 63'
GNA Design Associates, Inc.

GNA Job No. 51665 GNA Design Associates, Inc.
Issued: 812/02
Revised 10.14.02
- Basin Dewatering
Determine Area of Holes
T=24 AS=LW h=d+1.5ft Cd=0.6
dhole = 0.5 in AS = 28800SF h = 4ft
AO = (AS 2 h) Ahole = [(dhole )2 n]
T Cd 20428 fP 4
AO = 0.28SF Ahole = 0.0014SF
Determine Number of Holes
[(d)_0.5ft]
Riser 71 2
NHoles = 25 ft NRows = (.25 ft)
NHoles = 63 NRows = 3
AProvided = NHoles NRows Ahole
AProvided = 0.3 SF > AO = 0.28 SF
Perforate lower 1/2 of Riser with 1/2" holes spaced 3" apart. Cover perforated section with 2' of
1/2" to 3/4" gravel (#57 washed stone).
- Anti-Seep Collar
1 ea., 4.0'x 4.0', watertight
-Anchor Principle Spillway
2
(? Risen r lb 1
(d + 2 ft) n 4 162.4 lb
Fupward =
1 CF
Fupward = 5513.51b ` J
Fdownward = 1.1 Fupward
Fdownward = 6064.841b
Fdownward
Concrete Slab = 69.23CF
87.61 lb
CF
Concrete Provided w = 8.5 ft Thk:= 12 in
uconc = w2 Thk Use 8.5'x 8.5'x 12"
Vconc = 72.25CF
- Trash Guard
Fasten trash guard and anti-vortex device firmly to top of Riser
- Embankment
Top Width = 5' minimum
Side Slopes = 2:1 maximum
- Clean out basin when sediment reaches 1/2 storage depth.

GNA Job No. 51665
Issued: 8/2/02
Revised 10.14.02
ADrainage = 11.3 acre
1. Required Storage Capacity
V = 1800 CF ADrainage
acre
V = 20340CF
2. Size Adequate Basin
Trapping Efficiency @ 75%:
GNA Design Associates, Inc.
Riser Basin 8
ADenuded = 11.3 acre
Surface area = (0.01)(peak inflow)
(0.01)((11.3)(7.03)(0.6)1
VP _r[(LW)+[(L+2dZ) (W+2dZ)]d
LL 2
= 0.48 ac = 20762 sf
Trapping Volume = (0.4)(surface area)(max. peak depth)
= (0.4)(20762)(3) = 24914 cf
3. Riser Barrel Configuration
in
110yr = 7.03 hr c = 0.4
cfs
QMIN = 0.2 ADrainage
acre
QMIN = 2.26 cfs
- Barrel (metal) - L=70'
freeboard= 1 ft
H = d + freeboard Use 36" Barrel
H = 4 ft
z N
d=3ft Z=2 L=120ft
W = 60 ft
VP = 25056CF
Q10 = c 110yr ADrainage
Q10 = 32.04cfs
- Riser
30" matches 36" (from figure 8.07b)
0Barrel = 36 in QBarrel = 57.66 cfs (from table 8.07a)
ORiser = 48 in QRiser = 38.94 cfs (from fig 8.07b, h = 1ft)

GNA Job No. 51665
Issued: 8/2/02
Revised 10.14.02
4. Emerqency Spillway
QBarrel = 57.66 cfs
QRiser 71.56 cfs
QES = Q10 - QBarrel
QES = -25.62 cfs
(from table 8.07a, h = 4.5')
(from fig 8.07b, h = 1.5ft)
5
H=0.5ft C=3.0 ft-
sec
QES
LWeir = C H1.5
LWeir = -24.15 ft Use L =10'
GNA Design Associates, Inc.

GNA Job No. 51665 GNA Design Associates, Inc.
Issued: 8/2/02
Revised 10. 14.02
- Basin Dewatering
Determine Area of Holes
T=8 AS=LW h=d+1.5ft Cd=0.6
d hole 0.5 in AS = 7200SF h = 4.5ft
AO = (AS F 2-h) Ahole [(dhole )2 x]
=
T Cd 20428 ftn'S 4
AO = 0.22 SF Ahole = 0.0014SF
Determine Number of Holes
-0.5ft]
(? Riser) x 2
NHoles - 25 ft NRows = 25 ft(.)
NHoles = 50 NRows = 4
AProvided = NHoles NRows Ahole
AProvided = 0.3 SF > AO = 0.22 SF
Perforate lower 1/2 of Riser with 1/2" holes spaced 3" apart. Cover perforated section with 2' of
1/2" to 3/4" gravel (#57 washed stone).
- Anti-Seep Collar
1 ea., 4.0'x 4.0', watertight
-Anchor Principle Spillway
( 2
Fupward = (d + 2 ft) `?Rer) 62.4 CF
C
Fupward = 3920.71 lb
Fdownward = 1.1 Fupward
Fdownward = 4312.781b
Fdownward
Concrete Slab = 49.23 CF
87.61 lb
CF
Concrete Provided w = 8 ft Thk = 10 in
Vconc = w2 Thk Use 8'x 8'x 10"
Vconc = 53.33 CF
Trash Guard
Fasten trash guard and anti-vortex device firmly to top of Riser
- Embankment
Top Width = 5' minimum
Side Slopes = 2:1 maximum
- Clean out basin when sediment reaches 1/2 storage depth.
300
Outlet W = Do + 0.41-a 120
pipe :T
diameter (Do) La ; t + 1
110
Q- 51)o r. I
30
i
20
10
fill
a
0 ;,
' 3 5
20 50 100 200
Discharge (ft3/sec) tZ? ??S
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw a, 0.5 diameter).
8.06.4
100
.:ii ii i ii i ?i •?ii
rl?' .,H lil !
901
ttl ' I *` 4i
`a 80 1 ;?} u
70
o,?
;I
SIr
60 i 1 !', cr
c?? l ? l
J` ' l- tilt rl ii?a
50 a I `
t
40,
t- z?S - `E U
2
N_
U)
CL
its
a_
1 tY
LO
1000
Rev. 12M

i I (o b `a
IG• Z t •cz
Appendices
3D,. ----ITT
?? avV LVV JVV
?t.? ass
Discharge (ft3/sec)
3
3
E
U)
a
cu
Q
cc
0
RO
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
C t `; o `'?
Rev. IZ93
8.06.3
4
1Y
1
1
1
1
1
1
Io.Z1,c3
Appendices
30
Outlet IW = Do + La
diameter IT
Ripe 1
ilwater < 0.5Do

5 t
c? S
50 100
Discharge (0 /sec)
Z
a?
2 N
a
CU
L
o.
cc
0
1 -o
E h J _
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
?'?- 5 \C'5
WVII.
e0 ok PP f 60
\, l '
&1-9 -?
Rev. IZ93
8.06.3
1
1
1
1
1
1
1
1
1
1
M { V J
Appendices
3 0.. /rF
1 ?Fs Discharge (ft3/sec) __ vVv
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).

Rev. M93
d
? N
Cl)
RS
a
cc
O
i
8.06.3

Man
WESTMORELAND SITE (ANA DEEM A880GATES, bw
,m
Q ?: v CORNELIUS NORTH CAROl1NA j ,II
42 Ust Fourth ?T mts r !b SulBt? 408 (7? 371907
a SOILS MAP FOR THE SITE { ?. L? ?'t?t. NC , 28,220
s, w ...in9
= m = m m ? = = m m m m = m ? m m ? m

r+tu,occ
11VESTMORELAtTHSUBDIVISION F,
coRNEUUS, N CAROLINA aNA nES ASSOCIATES, Mo.
425 East Fourth Street
°
taa
va,, r mu: POD 3 Suit. 405 [phone]
ICA i Charlotte. NC 25202
Mg PROPOSED DRAINAGE AREA F _j I I Landeeap4 Architecture 11 CM Engineering
Project Name: Ki b17
Project No. DWQ 0 ?f I
0 ?i
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations
Permanent Pool (ft) 737.5
Temporary Pool (ft) 740.5
areas
Permanent Pool SA (sq ft) 26205
Drainage Area (ac) 41.76
Impervious Area (ac) 14.51
Forebay (ft2) 3863.5
High Marsh (ft2) 9766
Low Marsh (ft2) 8762.5
Micropool (ft2) 3813
volumes
Temporary Pool (cu ft)
7392T
other parameters
SAIDA
Orifice Diameter (in)
Design Rainfall (in)
2
Linear Interpolation of Correct SA/DA***
% Impervious
Next Lowest 30
Project Impervious 34.7
Next Highest 40
3 ft. depth
27743 sq. ft.
34.7 %
14.74337 %
37.3 %
33.4%
14.550658 %
100%
54984 cu. ft.
1.53
0.13 cfs drawdown
6.7 day drawdown
0 ft. Permanent Pool Depth
SAIDA from Table
1.34
1.53
1.73
ok
check surfac
ok
ok
ok
ok
ok
check drawn
DWQProjectNo. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Westmoreland Sub.diyi,s:ion
Contact Person: g, IIr Xo„ Nb 2 3 ,-,r- p , R , Phone Number: (704 ) 373_ 1gQ 7
For projects with multiple basins, specify which basin this worksheet applies to: BAR „ #3_(_.,,o4 appr-o Qd Pond)
Permanent Pool Elevation 737-5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 740.50 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 26
205 sq. ft. (water surface area at permanent pool elevation)
,
Drainage Area 41, 76 ac. (on-site and off-site drainage to the basin)
Impervious Area I1 51 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -126,1 5 sq. ft. (at permanent pool elevation approximately 15%)
Marsh 0"-9" Surface Area 9766 sq. ft. (at permanent pool elevation approximately 35%)
Marsh 9"-18" Surface Area 8762.5 sq. ft. (at permanent pool elevation approximately 35%)
Micro Pool Surface Area 3813 sq. ft. (at permanent pool elevation approximately 15%)
Temporary Pool Volume 73921 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 1.5 (surface area to drainage area ratio) (3' depth at 34.75%
Diameter of Orifice 9-5 in. (draw down orifice diameter) impervious)
II. REQUIRED ITEMS CHECKLIST 8 in. 2' above draw down or ficd
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Annlicants Initials
X The temporary pool controls runoff from the 1 inch rain.
i The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
X Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. 01aul off ite t6 certified disposal site)
Access is provided for maintenance.
x A site specific, signed and notarized operation and maintenance agreement is provided.
x The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
NETIANPR 14 SEP ° 9 2003

fII TER OxiAi ITv Fr° oAt
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
(Amend approved agreement)
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the elevation of the marsh area exceeds the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.0_ feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
0 Marsh Elevation * see below
Sediment %moval Elev.= *?ee/belo*(75%)
-------------
Bottom kevation = * seeV/Iow
Sediment Removal Elevation * see
Bottom Elevation *see
FOREBAY
MICRO POOL
Wetland detention Forebay Marsh Area Micro Pool
Number Pool Sediment Bottom Top Bottom Pool Sediment Bottom
Level Removal Elev. Elev. Elev. Level Removal Elev.
3 737.50 736.0 735.0 739.0 737.5 737.5 735.5 734.5
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Page 1 of 2
6. All components of the wetland detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Thomas D. Waters
Title: General Manager
Address: 6707 Fairview Road, Suite B: Charlotte, NC 28210-3354
Ph
Sic
Da
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, ,,// .t'11-tt?) & Jll CcC , a Notary Public for the State of North Carolina , County of
MPLK "Oral , do hereby certify that Thomas D. Waters personally appeared before
me this as h day of , 2003, and acknowledge the due execution of the forgoing wetland
detention basin maintenance requirements. Witness my hand and official seal,
SEAL
"20
My commission expires PhiA
Page 2 of 2
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To:
NCDENR - Wetland Division
2321 Crabtree Blvd. Suite 250
Parkview Building
Raleigh, NC 27604
LETTER OF TRANSMITTAL
Date: September 8, 2003 Job No. 51665
Attention: Mr. Todd St. John
Re: We oreland Su division _
Ret. Q021617
Am dmen and #3
WE ARE SENDING YOU: ¦ Attached ? Under separate cover via the following items:
? Shop drawings N Prints ? Plans Samples ? Specifications
? Copy of Letter ? Change Order E Calculations
COPIES DATE NO. DESCRIPTION
1 Operation and Maintenance Agreement
1 Checklist summaries of wetland design data (5 sheets)
3 Pond Plan sheets and overall site plan
2 Revised Pond Calculations
AXT, 4
114 loom
,
I &Z U

THESE ARE TRANSMITTED as check below:
? For Approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
? For review and comment ?
? FORBIDS DUE
Remarks:
Please review the revised calculations. We would like to eliminate a dry detention basin on the adjacent
project and add into our pond #3 as you discussed with Steve Whaley the Civil Engineer on the project
at that time. you nee additional information on the adjacent project please et me know. I will
coordinate any revisions that may nee to be a esse .
Thank
14
Copy to: Signed:
By:
t
i
428. East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
Surveying - Landscape Architecture- Civil Engineering
T : ,N pq/
ENGINEERING DESIGN DATAER?" *9 2003
0114LI TYSECTION
STORM DRAINAGE,
DETENTION
EROSION CONTROL CALCULATIONS
SUBDIVISION SUBMITTAL
WESTMORELAND
CORNELIUS, NORTH CAROLINA
PREPARED BY:
Benjamin S. Whaley, P.E.
!a_ ''s
SEAL
22437
w
.?', `ems
GNA DESIGN ASSOCIATES, Inc.
GNA Job No. 51665
Issued: 7/19/02
' Revised: 5/15/03

1.0 Project Description

SITE NARRATIVE
GNA DESIGN ASSOCIATES, Inc.
Westmoreland
Cornelius, North Carolina
The proposed project consists of approximately 100 acre site to be subdivided into 270
lots. The site is located southeast of the town of Cornelius in the town limits and seated
along the McDowell Creek. The site fronts on Old Catawba Road (formerly NC Highway
73).
2.0 Storm Water Wetland Detention
The Wetland detention of the site will be following the North Carolina Stormwater Best
Management Practices in section 2 of the storm BMP manual for wetland detention pond.
The design will show the requirements of detaining a storm over a 1-inch 6 hour storm
event and release at over 2-5 day period for a 85% TSS removal rate. The site is the
Mountain Island Lake water shed (MIL-0 district) and therefore will require a higher level
of pollutant removal. The site when completed will be developed to a 31.85% impervious
cover which is over the maximum allowable of 24% impervious cover when developed. It
is coupled with a 404/401 permit for the street crossings and wetland area fill.
The wetland detention will be detained in four proposed wetland ponds over the site. The
wetland pond systems will be maintained as needed to remove sediment, plantings and
trash which will collect in the system by the HOA for the subdivision along with the open
spaces on the site.
The offsite areas will not be designed to detain any future development on our site.
3.0 Storm Drainage
The proposed storm system intercepts all the on-site runoff along with some offsite runoff
and releases the site after detaining at the outlet structures (see detention calculations).
The impervious cover added to the site has been noted as 0.6 runoff coefficient for most
of the improved area as shown on the table 3-5 in the calculations. The existing off site
area will be 0.25 for wooded and 0.3 for lawn/pasture areas (see the drainage area map).
The discharge from all the pipe systems will be under 10 fps and the rip rap aprons will be
designed to dissipate the flow to a natural flow.
7
?J
GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
' Revised: 5/15/03
4.0 Erosion Control
The site will be developed in phases. Each area will stand along for erosion control
measures. After the erosion control measures along the perimeter and the riser basin
sediment traps are installed in the areas to be cleared. The rough grading of the site will
be done. The site will then be mass graded to achieve the grades needed to build the site.
' The installation of the utilities will then be completed (Note: some structures/pipes may
need to be installed before the fill is installed). Fine grading along the roadway, curbing and
stone is placed; and the slopes and rough graded lot areas are seeded. At this time the
' riser basin sediment trap can be converted to the permanent detention structure or
removed and/or fill as needed as shown on the plan.
' All measures will be maintained in accordance with the new NPDES requirements to check
the measures weekly with records of the inspections on site. The measures will be check
after every 1 inch storm event and discharge check within 24 hours of the storm. The
' contractor will be required to meet all the requirements and keep good accurate records
on site for inspectors to review as needed.

n

1

n

Storm Water Wetland Pond #3
' for Westmoreland Site
Existing Conditions of Wetland Pond #3 Drainage Area:
Wetland pond #3 will be located to serve all the proposed lots in the middle portion of the site and
' will be located east of the major convergence of the two tributaries on the middle of the site. The
drainage area coming to the proposed wetland pond location will be 41.76 acres. There will be two
sub-areas feeding to the pond location. Offsite area 1(south of pond) = 28.62 acres; and Onsite area
' 2 = 13.14 acres.
' Proposed Conditions of the Wetland Pond:
The stream running through the site will connect to McDowell Creek east of the site. The site is
' located in a Mountain Island Watershed (MIL-O District - Mecklenburg County), therefore the
development of the site has been planned to collect the water on site and treat the storm water in
wetland pond systems based on the state's BMP design in section 2.0 for storm water wetland pond.
Pond #3 will cover 56 proposed lots, open space and roadways serving the lots. The offsite area will
now flow to our site as a developed condition and be stored on site as part of the pond design. The
' dry detention basin #2 on the adjacent site will be eliminated. The swim club will also be included
the detention storage. The drainage area coming to the proposed wetland pond will increase from the
existing conditions to 41.32 acres. Offsite area 1(south of pond) will remain the same = 28.62 acres;
' and Onsite area 2 will increase to 13.14 acres. The breakdown for the drainage area to pond #3 will
be a little higher. We are proposing 13.14 acres of the onsite area to be developed which will produce
' 45.74 % impervious area coming to the wetland pond. The offsite area of 28.62 acres will be
developed with 29.70% impervious area and a total for the two of 34.75% impervious coming to the
basin. Based on the design requirements, the pond will follow the general characteristics of a forebay
' at the pipe outlet of a minimum of 3 feet deep with wetland plantings, a marsh zone of area
(approximately 70% of the total pond area) to be 0-9 inches (35%) and 9-18 inches (35%) with
wetland plantings, and a permanent pool at the outlet to be a minimum of 3 feet deep with wetland
' plantings. This will allow the water to wash into the wetland pond and settle out any impervious
impurities over 2 to 5 day time period for an 85% TSS removal before releasing the water back into
the stream.
' Soil Types of the Site:
' Cecil - Class B of the SCS Hydrologic Soil Group (Table 3-10 of Charlotte-Meck. Storm Design
Manual - See attached soils map for the site)
Vance, Helena and Monacan - Class C of the SCS Hydrologic Soils Group (Table 3-10 - CMSD
' manual - See attached soils map for the site)

u
Weighted CN Runoff Curve Number and Tc :
' The curve numbers and the Tc for the existing condition and proposed conditions are broken
down in the calculations for each soil type and drainage area.
' Rainfall Data:
' The rainfall data was formulated from the data maps from the NCDENR maps in figure 8.03h, 8.03j,
and 8.03m to create a breakdown of the precipitation for a 24 hour period. A HEC-1 run was
processed to create a 0.1 hour increment to make the charts for the 1 inch storm event. This was
' used to calculate the detention requirements based on state requirements fora 1 inch storm event.
(See the calculations for the design storm summary for existing and proposed conditions).
I Summary of the Calculations:
After the analyses of the existing conditions for the wetland pond #3, our calculations show the total
' flow for 41.32 acres to be 0.62 cfs. In our analysis of the proposed conditions for the developed area
we can not exceed 0.62 cfs for release during the 1-inch storm event. We proposed an orifice
opening of 2.5-inch diameter a permanent water level and an 8-inch diameter 2-feet above to release
the rainfall at 0.24 cfs and holding the storm event for 102.5 hrs. (4.27 days). The water will back
up in the wetland pond to an elevation of 739.38 for a 10 year 1-inch release and 740.48 for 100
' year 1-inch release. The berm elevation is set at 743.2 with a 24" diameter riser set in the permanent
pool at 737.50 and a 25' weir notch at 741.25 to serve as an emergency release over the 1-inch storm
event. The area between 740.48 and 742.24 is the storage volume for the offsite run-off. The
permanent pool with have a 10 foot literal shelf to plant the wetland vegetation as specified by the
state and Mecklenburg county (See the plans for the detail of the planting).
' Storm Water Wetland Pond #4
' for Westmoreland Site
Existing Conditions of Wetland Pond #4 Drainage Area:
Wetland pond #4 will be located to serve all the proposed lots in the east portion of the site (both
' sides of the stream) and will be located just east of the property line before the stream leaves the site.
The drainage area coming to the proposed wetland pond location will be 28.71 acres. There will be
three sub-areas feeding to the pond location. Offsite area 4 (north of pond) = 6.36 acres; Onsite area
' 4 (north of pond) = 11.41 acres; and Onsite area 5 = 10.94 acres.
' Proposed Conditions of the Wetland Pond:
The stream running through the site will connect to McDowell Creek east of the site. The site is
' located in a Mountain Island Watershed (MIL-0 District - Mecklenburg County), therefore the
r

L??

0
n
n
0

L

I I

l

I

' . GNA Job No. 51665
Issued: 7/19/02 GNA DESIGN ASSOCIATES, Inc.
Revised: 5/15/03
Westmoreland
Subdivision Submittal
Cornelius, North Carolina

Proposed Conditions .
1 Pond #3
PondPack Analysis for

1 1 - Inch Design Storms

1

1
1
i

1
1
1
1
' Job File: G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Rain Dir: G:\CADD\proj\51665\pondpack\
JOB TITLE
Project Date: 5/14/2003
Project Engineer:
' Project Title: Watershed
Project Comments:
Westmoreland Site
Existing Conditions
for Pond #3
Project Manager: Mark Van Sickle
Project Engineer: Steve Whaley
1 Project # 51665

t
' SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... Pre 10
Executive Summary (Nodes) .......... 2.01
Watershed....... Pre100
Executive Summary (Nodes) .......... 2.02
****************** DESIGN STORMS SUMMARY *******************
State........... Design Storms ...................... 3.01
State........... Pre 10
.Design Storms 3.02
********************** TC CALCULATIONS *********************
OFFSITE AREA 3.. Tc Calcs ........................... 4.01
ONSITE AREA 3... Tc Calcs ........................... 4.03
********************** CN CALCULATIONS *********************
OFFSITE AREA 3.. Runoff CN-Area ..................... 5.01
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Table of Contents ii
Table of Contents (continued)
ONSITE AREA 3... Runoff CN-Area ..................... 5.02
******************** RUNOFF HYDROGRAPH5 ********************
OFFSITE AREA 3.. Pre 10
Unit Hyd. Summary .................. 6.01
OFFSITE AREA 3.. Pre100
Unit Hyd. Summary .................. 6.02
ONSITE AREA 3... Pre 10
Unit Hyd. Summary .................. 6.03
ONSITE AREA 3... Pre100
Unit Hyd. Summary .................. 6.04
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: State
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
Pre 10 1.8200 Synthetic Curve TypeII 24hr
Pre100 2.6900 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft

OFFSITE AREA 3
AREA
10
.171
12.4950
.35 -- ------------
OFFSITE AREA 3 AREA 100 .764 12.1618 5.91
ONSITE AREA 3 AREA 10 .108 12.2451 .28
ONSITE AREA 3 AREA 100 .447 12.1618 3.91
*OUT 10 JCT 10 .280 12.4950 .62
*OUT 10 JCT 100 1.210 12.1618 9.82
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Pre 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = State
Storm Tag Name
---- = Pre 10
---------------
Data Type, File, ID --------------------
= Synthetic Storm ----------
TypeII -------------------
24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID
----------------- Type ac-ft Trun. hrs
---- -- cfs ft

OFFSITE AREA 3 -------- -
AREA .171 - --------
12.4950 - -------- ---------
.35
ONSITE AREA 3 AREA .108 12.2451 .28
Outfall OUT 10 JCT .280 12.4950 .62
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Storm... TypelI 24hr Tag: Pre100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = State
Storm Tag Name = Pre100
-------------------
Data Type, File, ID -------------------
= Synthetic Storm -----------
TypeII -------------------
24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 2.6900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID
----------------- Type ac-ft Trun. hrs
-- cfs ft

OFFSITE AREA 3 -- ---------- -
AREA .764 - --------
12.1618 - -------- ---------
5.91
ONSITE AREA 3 AREA .447 12.1618 3.91
Outfall OUT 10 JCT 1.210 12.1618 9.82
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
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Type.... Design Storms Page 3.01
Name.... State
File.... G:\CADD\proj\51665\pondpack\
Title... Project Date: 5/14/2003
Project Engineer:
Project Title: Watershed
Project Comments:
Westmoreland Site
Existing Conditions
for Pond #3
Project Manager: Mark Van Sickle
Project Engineer: Steve Whaley
Project # 51665
DESIGN STORMS SUMMARY
Design Storm File,ID = State
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
100 yr
2.6900 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Design Storms Page 3.02
Name.... State Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\
Storm... TypeII 24hr Tag: Pre 10
DESIGN STORMS SUMMARY
Design Storm File,ID = State
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 2.6900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Tc Calcs Page 4.01
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
................................................................:::::::::
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .1000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.1200 in
Slope .036600 ft/ft
Avg.Velocity .37 ft/sec
Segment #1 Time: .2261 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 27.0000
Wetted Perimeter 18.97
Hydraulic Radius 1.42
Slope .032000
Mannings n .1000
Hydraulic Length 1576.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 3.37 ft/sec
Segment #2 Time: - .1298 hrs
---------------------------------------------------------- -
-------------------------
-------------------------
-Total-Tc:-----.3559-hrs-
S/N: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
t
Type.... Tc Calcs Page 4.02
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
--------------------------------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
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Type.... Tc Calcs Page 4.03
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .1000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.1200 in
Slope .066660 ft/ft
Avg.Velocity .47 ft/sec
Segment #1 Time 1779 hrs
---------------------------------------------------
Segment 42: Tc: TR-55 Channel
Flow Area 27.0000
Wetted Perimeter 18.97
Hydraulic Radius 1.42
Slope .015700
Mannings n .1000
Hydraulic Length 1114.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 2.36 ft/sec
Segment #2 Time: .1310 hrs
-
-------------------------
-------------------------
-Total-Tc_-----3089-hrs-
S/N: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
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Type.... Tc Calcs Page 4.04
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
--------------------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Runoff CN-Area Page 5.01
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Vance 73 9.080 73.00
Cecil 60 17.830 60.00
COMPOSITE AREA & WEIGHTED CN ---> 26.910 64.39 (64)
...........................................................................
...........................................................................
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003

Type.... Runoff CN-Area Page 5.02
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Vance 73 5.250 73.00
Cecil 60 9.160 60.00
COMPOSITE AREA & WEIGHTED CN ---> 14.410 64.74 (65)
......................... ..
...........................................................................
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
Type.... Unit Hyd. Summary Page 6.01
' Name.... OFFSITE AREA 3 Tag: Pre 10 Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 1.8200 in
Rain Dir = G:\CADD\proj\51665\pondpack\
' Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = G:\CADD\proj\51665\pondpack\
HYG File - ID = work_pad.hyg - OFFSITE AREA 3 Pre 10
Tc .3559 hrs
Drainage Area = 26.910 acres Runoff CN= 64
Computational Time Increment 04746 hrs
' Computed Peak Time 12.5284 hrs
Computed Peak Flow = .35 cfs
Time Increment for HYG File = .0833 hrs
' Peak Time, Interpolated output = 12.5783 hrs
Peak Flow, Interpolated Output = .35 cfs

n
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DRAINAGE AREA
-ID:OFFSITE AREA 3
CN = 64
Area = 26.910 acres
S = 5.6250 in
0.25 = 1.1250 in
Cumulative Runoff
-------------------
.0764 in
.171 ac-ft
HYG Volume... .171 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .35592 hrs (ID: OFFSITE AREA 3)
Computational Incr, Tm = .04746 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 85.67 cfs
Unit peak time Tp = .23728 hrs
Unit receding limb, Tr = .94912 hrs
Total unit time, Tb = 1.18640 hrs
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
Type.... Unit Hyd. Summary Page 6.02
' Name.... OFFSITE AREA 3 Tag: Pre100 Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Pre100
' SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 2.6900 in
Rain Dir = G:\CADD\proj\51665\pondpack\
' Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = G:\CADD\proj\51665\pondpack\
HYG File - ID = work_pad.hyg - OFFSITE AREA 3 Pre100
Tc .3559 hrs
Drainage Area = 26.910 acres Runoff CN= 64
--------------------------------------------
Computational Time Increment .04746 hrs
Computed Peak Time 12.1487 hrs
Computed Peak Flow = 5.93 cfs
Time Increment for HYG File = .0833 hrs
Peak Time, Interpolated Output = 12.1618 hrs
Peak Flow, Interpolated Output = 5.91 cfs
--------------------------------------------
--------------------------------------------
' DRAINAGE
AREA
- -
- -
-
ID:OFFSITE AREA 3
CN = 64
Area 26.910 acres
' S 5.6250 in
0.25 = 1.1250 in
Cumulative Runoff
' - -
.3406 in
.764 ac-ft
' HYG Volume... .764 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
u

C

Time Concentration, Tc = .35592 hrs (ID: OFFSITE AREA 3)
Computational Incr, Tm = .04746 hrs = 0. 20000 Tp
Unit Hyd. Shape Fact or = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/ Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 85.67 cfs
Unit peak time Tp = .23728 hrs
Unit receding limb, Tr = .94912 hrs
Total unit time, Tb = 1.18640 hrs
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
Type.... Unit Hyd. Summary Page 6.03
Name.... ONSITE AREA 3 Tag: Pre 10 Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Title... onsite area 3
Storm... TypelI 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD

STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 1.8200 in
' Rain Dir = G:\CADD\proj\51665\pondpack\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = G:\CADD\proj\51665\pondpack\
HYG File - ID = work_pad.hyg - ONSITE AREA 3 Pre 10
Tc .3089 hrs
Drainage Area = 14.410 acres Runoff CN= 65
' Computational Time Increment = .04119 hrs
Computed Peak Time 12.2733 hrs
Computed Peak Flow = .28 cfs
' Time Increment for HYG File = .0833 hrs
Peak Time, Interpolated Output = 12.3284 hrs
Peak Flow, Interpolated Output = .28 cfs
--------------------------------------------

' --------------------------------------------
DRAINAGE
AREA
- -
-
---
-------- ----
ID:ONSITE AREA 3
CN 65
' Area = 14.410 acres
S 5.3846 in
0.25 = 1.0769 in
Cumulative Runoff
-------------------
.0901 in
.108 ac-ft
' HYG Volume... .108 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .30889 hrs (ID: ONSITE AREA 3)
' Computational Incr, Tm = .04119 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/ Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 52.86 cfs
Unit peak time Tp = .20593 hrs
' Unit receding limb, Tr = .82371 hrs
Total unit time, Tb = 1.02964 hrs
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SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
Type.... Unit Hyd. Summary Page 6.04
Name.... ONSITE AREA 3 Tag: Pre100 Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\EXISTCOND3CONV.PPW
Storm... TypelI 24hr Tag: Prel00
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 2.6900 in
Rain Dir = G:\CADD\proj\51665\pondpack\
' Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = G:\CADD\proj\51665\pondpack\
' HYG File - ID = work_pad.hyg - ONSITE AREA 3 Pre100
Tc .3089 hrs
Drainage Area = 14.410 acres Runoff CN= 65
--------------------------------------------
--------------------------------------------
Computational Time Increment .04119 hrs
' Computed Peak Time 12.1086 hrs
Computed Peak Flow = 4.00 cfs
Time Increment for HYG File = .0833 hrs
Peak Time, Interpolated Output = 12.1618 hrs
Peak Flow, Interpolated Output = 3.91 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
' =====_________
DRAINAGE AREA
-------------------
ID:ONSITE AREA 3
' CN 65
Area = 14.410 acres
S = 5.3846 in
0.25 = 1.0769 in
' m
C
l
ti
R
off
u
u
a
ve
un
-------------------
.3718 in
' .447 ac-ft
HYG Volume... .447 ac-ft (area under HYG curve)
' ***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .30889 hrs (ID: ONSITE AREA 3)
Computational Incr, Tm = .04119 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
' Unit peak, qp = 52.86 cfs
Unit peak time Tp = .20593 hrs
Unit receding limb, Tr = .82371 hrs
Total unit time, Tb = 1.02964 hrs

SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
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Appendix A
Index of Starting Page Numbers for ID Names
----- O -----
OFFSITE AREA 3... 4.01, 5.01, 6.01,
6.02
ONSITE AREA 3... 4.03, 5.02, 6.03,
6.04
----- S -----
State . . . 3.01, 3.02
----- W -----
Watershed... 1.01, 2.01, 2.02
A-1
SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:14 PM Date: 5/14/2003
' Job File: G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Rain Dir: G:\CADD\proj\51665\pondpack\
----------
' JOB TITLE
Project Date: 5/14/2003
Project Engineer:
' Project Title: Watershed
Project Comments:
Westmoreland Site
' Proposed Conditions
for Pond #3
Project Manager: Mark Van Sickle
Project Engineer: Steve Whaley
' Project # 51665

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' SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... Dev 10
Executive Summary (Nodes) .......... 2.01
Watershed....... Dev100
Executive Summary (Nodes) .......... 2.02
****************** DESIGN STORMS SUMMARY *******************
State........... Design Storms ...................... 3.01
State........... Dev 10
Design Storms ...................... 3.02
********************** RAINFALL DATA ***********************
TypeII 24hr.... Dev 10
Synthetic Curve .................... 4.01
TypeII 24hr.... Dev100
Synthetic Curve .................... 4.03
********************** TC CALCULATIONS *********************
OFFSITE AREA 3.. Tc Calcs ........................... 5.01
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Table of Contents ii
Table of Contents (continued)
ONSITE AREA 3... Tc Calcs ........................... 5.03
********************** CN CALCULATIONS *********************
OFFSITE AREA 3.. Runoff CN-Area ..................... 6.01
ONSITE AREA 3... Runoff CN-Area ..................... 6.02
************************ TIME VS.VOL ***********************
POND 3 OUT Dev 10
Time vs. Volume .................... 7.01
POND 3 OUT Dev100
Time vs. Volume .................... 7.07
*********************** POND VOLUMES ***********************
POND 3.......... Vol: Elev-Area ..................... 8.01
******************** OUTLET STRUCTURES *********************
PR 10.......... Outlet Input Data .................. 9.01
Individual Outlet Curves ........... 9.05
Composite Rating Curve ............. 9.10
*********************** POND ROUTING ***********************
POND 3.......... Pond E-V-Q Table .................. 10.01
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Table of Contents
Table of Contents (continued)
iii
POND 3 OUT Dev 10
Pond Routing Summary .............. 10.02
POND 3 OUT Dev100
Pond Routing Summary .............. 10.03
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: State
Total
Depth Rainfall
Return Event in Type RNF ID
---------------
Dev 10 1.8200 Synthetic Curve TypeII 24hr
Dev100 2.6900 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
-------------
---- Type
---- Event
------ ac-ft Trun
---------- -- hrs
---- cfs ft ac-ft

OFFSITE AREA
3
AREA
10
.644 -----
12.1618 --------
5.55 -------- ------------
OFFSITE AREA 3 AREA 100 1.716 12.1618 18.70
ONSITE AREA 3 AREA 10 .294 11.9952 4.37
ONSITE AREA 3 AREA 100 .782 11.9952 13.05
*OUT 10 JCT 10 .935 23.4906 .24
*OUT 10 JCT 100 2.495 14.9940 1.80
POND 3 IN POND 10 .938 12.0785 7.11
POND 3 IN POND 100 2.498 11.9952 26.15
POND 3 OUT POND 10 .935 23.4906 .24 739.38 .711
POND 3 OUT POND 100 2.495 14.9940 1.80 740.48 1.355
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Dev 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = State
Storm Tag Name = Dev 10
-------------------
Data Type, File, ID -------------
= Synthetic -------
Storm ----------
TypeII -------------------
24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hr s
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac -ft Trun. hrs cfs ft
-----------------
OFFSITE AREA 3 ---- -----
AREA ----- -
.644 - --------
12.1618 - -------- ---------
5.55
ONSITE AREA 3 AREA .294 11.9952 4.37
Outfall OUT 10 JCT .935 23.4906 .24
POND 3 IN POND .938 12.0785 7.11
POND 3 OUT POND .935 23.4906 .24 739.38
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Executive Summary (Nodes) Page 2.02
' Name.... Watershed Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3C0NV.PPW
Storm... TypeII 24hr Tag: Dev100
' NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = State

Storm Tag Name = Dev100
-----------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr ---------------
Total Rainfall Depth= 2.6900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End = 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
----------------- ---- ---------- -- ---------
OFFSITE AREA 3 AREA 1.716 12.1618 -------- ---------
18.70
ONSITE AREA 3 AREA .782 11.9952 13.05
Outfall OUT 10 JCT 2.495 14.9940 1.80
POND 3 IN POND 2.498 11.9952 26.15
' POND 3 OUT POND 2.495 14.9940 1.80 740.48

1

SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Design Storms
Name.... State
File.... G:\CADD\proj\51665\pondpack\
Title... Project Date: 5/14/2003
Project Engineer:
Project Title: Watershed
Project Comments:
Westmoreland Site
Proposed Conditions
for Pond #3
Project Manager: Mark Van Sickle
Project Engineer: Steve Whaley
Project # 51665
DESIGN STORMS SUMMARY
Design Storm File,ID = State
Storm Tag Name = Dev 10
Page 3.01
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 2.6900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Design Storms Page 3.02
Name.... State Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\
Storm... TypeII 24hr Tag: Dev 10
DESIGN STORMS SUMMARY
Design Storm File,ID = State
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 1.8200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 2.6900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Synthetic Curve
Name.... TypeII 24hr Tag: Dev 10
File.... G:\CADD\proj\51665\pondpack\
Imo,

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Page 4.01
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
hrs
--------- Time on left
-------------- represents time
- for first value in each row.

.0000 ---
.000 --------------
.001 -----------
.002 ---------
.003 ----------
.004
.5000 .005 .006 .007 .008 .009
1.0000 .010 .012 .013 .014 .015
1.5000 .016 .017 .018 .020 .021
2.0000 .022 .023 .024 .026 .027
2.5000 .028 .029 .031 .032 .033
3.0000 .034 .036 .037 .038 .040
3.5000 .041 .042 .044 .045 .047
4.0000 .048 .049 .051 .052 .054
4.5000 .055 .057 .058 .060 .061
5.0000 .063 .065 .066 .068 .070
5.5000 .071 .073 .075 .076 .078
6.0000 .080 .082 .084 .085 .087
6.5000 .089 .091 .093 .095 .097
7.0000 .099 .101 .103 .105 .107
7.5000 .109 .111 .113 .116 .118
8.0000 .120 .122 .125 .127 .130
8.5000 .132 .135 .138 .141 .144
9.0000 .147 .150 .153 .157 .160
9.5000 .163 .166 .170 .173 .177
10.0000 .181 .185 .189 .194 .199
10.5000 .204 .209 .215 .221 .228
11.0000 .235 .243 .251 .261 .271
11.5000 .283 .307 .354 .431 .568
12.0000 .663 .682 .699 .713 .725
12.5000 .735 .743 .751 .759 .766
13.0000 .772 .778 .784 .789 .794
13.5000 .799 .804 .808 .812 .816
14.0000 .820 .824 .827 .831 .834
14.5000 .838 .841 .844 .847 .850
15.0000 .854 .856 .859 .862 .865
15.5000 .868 .870 .873 .875 .878
16.0000 .880 .882 .885 .887 .889
16.5000 .891 .893 .895 .898 .900
17.0000 .902 .904 .906 .908 .910
17.5000 .912 .914 .915 .917 .919
18.0000 .921 .923 .925 .926 .928
18.5000 .930 .931 .933 .935 .936
19.0000 .938 .939 .941 .942 .944
19.5000 .945 .947 .948 .949 .951
20.0000 .952 .953 .955 .956 .957
20.5000 .958 .960 .961 .962 .964
21.0000 .965 .966 .967 .968 .970
21.5000 .971 .972 .973 .975 .976
SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Synthetic Curve Page 4.02
' Name.... Typell 24hr Tag: Dev 10
File.... G:\CADD\proj\51665\pondpack\
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
' ---hrs
-- Time on left represents time
-?- --------
- for first value in each row.

22.0000 ---
-------------
.977 .978 -----------
.979 ------
.981 -------------
.982
22.5000 .983 .984 .985 .986 .988
23.0000 .989 .990 .991 .992 .993
23.5000 .994 .996 .997 .998 .999
24.0000 1.000

0
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SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Synthetic Curve
Name.... TypeII 24hr Tag: Dev100
File.... G:\CADD\proj\51665\pondpack\

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Page 4.03
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
hrs
--------- Time on left
----------
---- represents time
- for first value in each row.

.0000 ---
.000 --------------
.001 -----------
.002 ------
.003 -------------
.004
.5000 .005 .006 .007 .008 .009
1.0000 .010 .012 .013 .014 .015
1.5000 .016 .017 .018 .020 .021
2.0000 .022 .023 .024 .026 .027
2.5000 .028 .029 .031 .032 .033
3.0000 .034 .036 .037 .038 .040
3.5000 .041 .042 .044 .045 .047
4.0000 .048 .049 .051 .052 .054
4.5000 .055 .057 .058 .060 .061
5.0000 .063 .065 .066 .068 .070
5.5000 .071 .073 .075 .076 .078
6.0000 .080 .082 .084 .085 .087
6.5000 .089 .091 .093 .095 .097
7.0000 .099 .101 .103 .105 .107
7.5000 .109 .111 .113 .116 .118
8.0000 .120 .122 .125 .127 .130
8.5000 .132 .135 .138 .141 .144
9.0000 .147 .150 .153 .157 .160
9.5000 .163 .166 .170 .173 .177
10.0000 .181 .185 .189 .194 .199
10.5000 .204 .209 .215 .221 .228
11.0000 .235 .243 .251 .261 .271
11.5000 .283 .307 .354 .431 .568
12.0000 .663 .682 .699 .713 .725
12.5000 .735 .743 .751 .759 .766
13.0000 .772 .778 .784 .789 .794
13.5000 f .799 .804 .808 .812 .816
14.0000 .820 .824 .827 .831 .834
14.5000 ( .838 .841 .844 .847 .850
15.0000 .854 .856 .859 .862 .865
15.5000 ( .868 .870 .873 .875 .878
16.0000 .880 .882 .885 .887 .889
16.5000 .891 .893 .895 .898 .900
17.0000 .902 .904 .906 .908 .910
17.5000 .912 .914 .915 .917 .919
18.0000 .921 .923 .925 .926 .928
18.5000 .930 .931 .933 .935 .936
19.0000 .938 .939 .941 .942 .944
19.5000 .945 .947 .948 .949 .951
20.0000 .952 .953 .955 .956 .957
20.5000 .958 .960 .961 .962 .964
21.0000 .965 .966 .967 .968 .970
21.5000 .971 .972 .973 .975 .976
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1;32 PM Date: 5/15/2003
Type.... Synthetic Curve Page 4.04
' Name.... TypeII 24hr Tag: Dev100
File.... G:\CADD\proj\51665\pondpack\
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
' hrs
-------- Time on left represents time
- ---------- for first value in each row.

22.0000 --------- --------
.977 .978 -----------
.979 -----
.981 --------------
.982
22.5000 .983 .984 .985 .986 .988
' 23.0000 .989 .990 .991 .992 .993
23.5000 .994 .996 .997 .998 .999
24.0000 1.000

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SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Tc Calcs Page 5.01
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .1000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.1200 in
Slope .036600 ft/ft
Avg.Velocity .37 ft/sec
Segment #1 Time: .2261 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 27.0000
Wetted Perimeter 18.97
Hydraulic Radius 1.42
Slope .032000
Mannings n .1000
Hydraulic Length 1576.00
sq. ft
ft
ft
ft/ft
ft
Avg.Velocity 3.37 ft/sec
Segment #2 Time: -- _1298-hrs
--------------------- ---------- -
-------------------------
-------------------------
Total Tc: .3559 hrs
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Tc Calcs Page 5.02
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Tc Calcs Page 5.03
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .0300
Hydraulic Length 114.00 ft
2yr, 24hr P 3.1200 in
Slope .044000 ft/ft
Avg.Velocity .86 ft/sec
Segment #1 Time: .0370 hrs
-----------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 3.1400
Wetted Perimeter 6.28
Hydraulic Radius .50
Slope .011000
Mannings n .0130
Hydraulic Length 1090.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 7.57 ft/sec
------ - -Segment #2 Time: ---_0400-hrs
------------------------------ -----------
Segment #3: Tc: TR-55 Channel
Flow Area 4.9100 sq.ft
Wetted Perimeter 7.85 ft
Hydraulic Radius .63 ft
Slope .021700 ft/ft
Mannings n .0300
Hydraulic Length 230.00 ft
Avg.Velocity 5.35 ft/sec
Segment #3 Time:
--- - - ------- - ----- - -------- -_0119 hrs
S/N: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Tc Calcs Page 5.04
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
' Total Tc: .0889 hrs
-------------------------
-------------------------

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SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Tc Calcs Page 5.05
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Runoff CN-Area Page 6.01
Name.... OFFSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
----------------------------------- ----- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
--------------------------------
Vance soil (group C)
85
9.975
85.00
Cecil soil (group B) 90 6.979 90.00
Cecil soil (group B - Duke Rw) 55 11.740 55.00
COMPOSITE AREA & WEIGHTED CN ---> 28.694 73.94 (74)
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Runoff CN-Area Page 6.02
Name.... ONSITE AREA 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
--------------------------------
Vance 81 3.400 81.00
Cecil 72 9.730 72.00
COMPOSITE AREA & WEIGHTED CN ---> 13.130 74.33 (74)
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Time vs. Volume Page 7.01
Name.... POND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Dev 10

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TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left
- represents time for first value in each row.
---------
11.6620 ---------
-------
.000 -------------
.000 ------------
.001 ----------
.014 ----------
.047
12.0785 .098 .148 .188 .223 .252
12.4950 .277 .298 .313 .327 .338
12.9115 .349 .360 .369 .378 .387
13.3280 .395 .403 .411 .418 .426
13.7445 .432 .439 .445 .452 .458
14.1610 .463 .469 .474 .480 .485
14.5775 .490 .495 .500 .505 .510
14.9940 .515 .519 .524 .527 .531
15.4105 .535 .539 .542 .546 .549
15.8270 .552 .556 .559 .562 .565
16.2435 .568 .570 .573 .576 .579
16.6600 .581 .584 .587 .589 .592
17.0765 .594 .597 .599 .602 .604
17.4930 .607 .609 .611 .613 .616
17.9095 .618 .620 .622 .624 .627
18.3260 .629 .631 .633 .634 .636
18.7425 .638 .640 .642 .644 .645
19.1590 .647 .649 .650 .652 .653
19.5755 .655 .656 .658 .659 .660
19.9920 .662 .663 .664 .665 .666
20.4085 .668 .669 .670 .671 .672
20.8250 .673 .674 .675 .676 .677
21.2415 .679 .680 .681 .682 .683
21.6580 .684 .685 .686 .687 .688
22.0745 .689 .690 .691 .692 .693
22.4910 .694 .695 .696 .697 .698
22.9075 .699 .700 .700 .701 .702
23.3240 .703 .704 .705 .706 .707
23.7405 .708 .708 .709 .710 .711
24.1570 .711 .710 .709 .708 .706
24.5735 .705 .703 .702 .700 .698
24.9900 .697 .695 .693 .692 .690
25.4065 .688 .686 .685 .683 .681
25.8230 .680 .678 .676 .675 .673
26.2395 .672 .670 .668 .667 .665
26.6560 .663 .662 .660 .658 .657
27.0725 .655 .654 .652 .650 .649
27.4890 .647 .645 .644 .642 .641
27.9055 .639 .637 .636 .634 .633
28.3220 .631 .630 .628 .626 .625
28.7385 .623 .622 .620 .619 .617
29.1550 .615 .614 .612 .611 .609
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Time vs. Volume Page 7.02
Name.... POND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Storm... TypeII 24hr Tag: Dev 10
u

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TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
---------
29.5715 -----------------
.608 -----------
.606 --------------
.605 ----------
.603 ----------
.602
29.9880 .600 .598 .597 .595 .594
30.4045 .592 .591 .589 .588 .586
30.8210 .585 .583 .582 .580 .579
31.2375 .577 .576 .574 .573 .571
31.6540 .570 .568 .567 .565 .564
32.0705 .563 .561 .560 .558 .557
32.4870 .555 .554 .552 .551 .549
32.9035 .548 .547 .545 .544 .542
33.3200 .541 .539 .538 .536 .535
33.7365 .534 .532 .531 .529 .528
34.1530 .527 .525 .524 .522 .521
34.5695 ( .519 .518 .516 .514 .513
34.9860 .511 .510 .508 .506 .505
35.4025 .503 .502 .500 .498 .497
35.8190 .495 .494 .492 .491 .489
36.2355 .488 .486 .484 .483 .481
36.6520 .480 .478 .477 .475 .474
37.0685 .472 .471 .469 .468 .466
37.4850 .465 .463 .462 .460 .459
37.9015 .458 .456 .455 .453 .452
38.3180 .450 .449 .447 .446 .444
38.7345 .443 .442 .440 .439 .437
39.1510 .436 .435 .433 .432 .430
39.5675 .429 .428 .426 .425 .423
39.9840 .422 .421 .419 .418 .417
40.4005 .415 .414 .413 .411 .410
40.8170 .409 .407 .406 .405 .403
41.2335 .402 .401 .399 .398 .397
41.6500 .395 .394 .393 .391 .390
42.0665 .389 .388 .386 .385 .384
42.4830 .382 .381 .380 .379 .377
42.8995 .376 .375 .374 .372 .371
43.3160 .370 .369 .367 .366 .365
43.7325 .364 .363 .361 .360 .359
44.1490 .358 .356 .355 .354 .353
44.5655 .352 .350 .349 .348 .347
44.9820 .346 .345 .343 .342 .341
45.3985 .340 .339 .338 .336 .335
45.8150 .334 .333 .332 .331 .330
46.2315 .328 .327 .326 .325 .324
46.6480 .323 .322 .321 .319 .318
47.0645 .317 .316 .315 .314 .313
47.4810 .312 .311 .310 .308 .307
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

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Type.... T ime vs. Volume Page 7.03
Name.... P OND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G :\CADD\proj\51665\ pondpack\POSTCOND3CONV.PPW
Storm... T ypeII 24hr Tag: Dev 10
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------
47.8975 - -----------------
.306 ------------
.305 -------------
.304 --------------
.303 ------
.302
48.3140 .300 .299 .298 .296 .295
48.7305 .294 .293 .291 .290 .289
49.1470 .287 .286 .285 .284 .282
49.5635 .281 .280 .279 .278 .276
49.9800 .275 .274 .273 .271 .270
50.3965 .269 .268 .267 .265 .264
50.8130 .263 .262 .261 .260 .258
51.2295 .257 .256 .255 .254 .253
51.6460 .252 .250 .249 .248 .247
52.0625 .246 .245 .244 .243 .242
52.4790 .240 .239 .238 .237 .236
52.8955 .235 .234 .233 .232 .231
53.3120 .230 .229 .228 .227 .226
53.7285 .225 .223 .222 .221 .220
54.1450 .219 .218 .217 .216 .215
54.5615 .214 .213 .212 .211 .210
54.9780 .209 .208 .207 .206 .205
55.3945 .204 .204 .203 .202 .201
55.8110 .200 .199 .198 .197 .196
56.2275 .195 .194 .193 .192 .191
56.6440 .190 .189 .188 .188 .187
57.0605 .186 .185 .184 .183 .182
57.4770 .181 .180 .180 .179 .178
57.8935 .177 .176 .175 .174 .173
58.3100 .173 .172 .171 .170 .169
58.7265 .168 .167 .167 .166 .165
59.1430 .164 .163 .162 .162 .161
59.5595 .160 .159 .158 .158 .157
59.9760 .156 .155 .154 .154 .153
60.3925 .152 .151 .150 .150 .149
60.8090 .148 .147 .147 .146 .145
61.2255 .144 .143 .143 .142 .141
61.6420 .140 .140 .139 .138 .137
62.0585 .137 .136 .135 .135 .134
62.4750 .133 .132 .132 .131 .130
62.8915 .129 .129 .128 .127 .127
63.3080 .126 .125 .124 .123 .122
63.7245 .121 .120 .119 .118 .117
64.1410 .116 .115 .115 .114 .113
64.5575 .112 .111 .110 .109 .109
64.9740 .108 .107 .106 .105 .105
65.3905 .104 .103 .102 .101 .101
65.8070 .100 .099 .098 .098 .097
SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

0

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Type.... T ime vs. Volume Page 7.04
Name.... P OND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G :\CADD\proj\51665\ pondpack\POSTCOND3CONV.PPW
Storm... T ypeII 24hr Tag: Dev 10
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------
66.2235 - -----------------
.096 -------------
.096 ------------
.095 --------------
.094 ------
.093
66.6400 .093 .092 .091 .091 .090
67.0565 .089 .089 .088 .087 .087
67.4730 .086 .085 .085 .084 .084
67.8895 .083 .082 .082 .081 .081
68.3060 .080 .079 .079 .078 .078
68.7225 .077 .077 .076 .075 .075
69.1390 .074 .074 .073 .073 .072
69.5555 .072 .071 .071 .070 .070
69.9720 .069 .069 .068 .068 .067
70.3885 .067 .066 .066 .065 .065
70.8050 .064 .064 .063 .063 .063
71.2215 .062 .062 .061 .061 .060
71.6380 .060 .060 .059 .059 .058
72.0545 .058 .057 .057 .057 .056
72.4710 .056 .055 .055 .055 .054
72.8875 .054 .054 .053 .053 .052
73.3040 .052 .052 .051 .051 .051
73.7205 .050 .050 .050 .049 .049
74.1370 .049 .048 .048 .048 .047
74.5535 .047 .047 .046 .046 .046
74.9700 .045 .045 .045 .044 .044
75.3865 .044 .043 .043 .043 .043
75.8030 .042 .042 .042 .041 .041
76.2195 .041 .041 .040 .040 .040
76.6360 .039 .039 .039 .039 .038
77.0525 .038 .038 .038 .037 .037
77.4690 .037 .037 .036 .036 .036
77.8855 .036 .035 .035 .035 .035
78.3020 .034 .034 .034 .034 .034
78.7185 .033 .033 .033 .033 .032
79.1350 .032 .032 .032 .032 .031
79.5515 .031 .031 .031 .031 .030
79.9680 .030 .030 .030 .030 .029
80.3845 .029 .029 .029 .029 .028
80.8010 .028 .028 .028 .028 .027
81.2175 .027 .027 .027 .027 .027
81.6340 .026 .026 .026 .026 .026
82.0505 .026 .025 .025 .025 .025
82.4670 .025 .024 .024 .024 .024
82.8835 .024 .024 .024 .023 .023
83.3000 .023 .023 .023 .023 .022
83.7165 .022 .022 .022 .022 .022
84.1330 .022 .021 .021 .021 .021
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

L

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Type.... T ime vs. Volume Page 7.05
Name.... P OND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G :\CADD\ proj\51665\ pondpack\POSTCOND3CONV.PPW
Storm... T ypeII 24hr Tag: Dev 10
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Ti me on left represents time for first value in each row.
---------
84.5495 ------ -----------
.021 -------------
.021 ------------
.021 --------------
.021 ------
.020
84.9660 .020 .020 .020 .020 .020
85.3825 .020 .019 .019 .019 .019
85.7990 .019 .019 .019 .019 .018
86.2155 .018 .018 .018 .018 .018
86.6320 .018 .018 .018 .017 .017
87.0485 .017 .017 .017 .017 .017
87.4650 .017 .017 .016 .016 .016
87.8815 .016 .016 .016 .016 .016
88.2980 .016 .015 .015 .015 .015
88.7145 .015 .015 .015 .015 .015
89.1310 .015 .015 .014 .014 .014
89.5475 .014 .014 .014 .014 .014
89.9640 .014 .014 .014 .013 .013
90.3805 .013 .013 .013 .013 .013
90.7970 .013 .013 .013 .013 .013
91.2135 .012 .012 .012 .012 .012
91.6300 .012 .012 .012 .012 .012
92.0465 .012 .012 .012 .011 .011
92.4630 .011 .011 .011 .011 .011
92.8795 .011 .011 .011 .011 .011
93.2960 .011 .011 .010 .010 .010
93.7125 .010 .010 .010 .010 .010
94.1290 .010 .010 .010 .010 .010
94.5455 .010 .010 .009 .009 .009
94.9620 .009 .009 .009 .009 .009
95.3785 .009 .009 .009 .009 .009
95.7950 .009 .009 .009 .009 .009
96.2115 .008 .008 .008 .008 .008
96.6280 .008 .008 .008 .008 .008
97.0445 .008 .008 .008 .008 .008
97.4610 .008 .008 .008 .008 .008
97.8775 .007 .007 .007 .007 .007
98.2940 .007 .007 .007 .007 .007
98.7105 .007 .007 .007 .007 .007
99.1270 .007 .007 .007 .007 .007
99.5435 .007 .007 .006 .006 .006
99.9600 .006 .006 .006 .006 .006
100.3765 .006 .006 .006 .006 .006
100.7930 .006 .006 .006 .006 .006
101.2095 .006 .006 .006 .006 .006
101.6260 .006 .006 .006 .005 .005
102.0425 .005 .005 .005 .005 .005
102.4590 .005 .005 .005 .005 .005
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Time vs. Volume Page 7.06
' Name.... POND 3 OUT Tag: Dev 10 Event: 10 yr
File.... G:\CADD\proj\51665\ pondpack\POSTC0ND3C0NV.PPW
Storm... Typell 24hr Tag: Dev 10
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- ---
102.8755 --------------
.005 -------------
.005 ------------
.005 --------------
.005 ------
.005
103.2920 .005 .005 .005 .005 .005
103.7085 .005 .005 .005 .005 .005
104.1250 .005 .005 .005 .005 .005
' 104.5415 .004 .004 .004 .004 .004
104.9580 .004 .004 .004 .004 .004
105.3745 .004 .004 .004 .004 .004
105.7910 .004 .004 .004 .004 .004
106.2075 .004 .004 .004 .004 .004
' 106.6240 .004 .004 .004 .004 .004
107.0405 .004 .004 .004 .004 .004
107.4570 .004 .004 .004 .004 .004
107.8735 .003 .003 .003 .003 .003
' 108.2900 .003 .003 .003 .003 .003
108.7065 .003 .003 .003 .003 .003
109.1230 .003 .003 .003 .003 .003
109.5395 .003 .003 .003 .003 .003
109.9560 .003 .003 .003 .003 .003
110.3725 .003 .003 .003 .003 .003
110.7890 .003 .003 .003 .003 .003
111.2055 .003 .003 .003 .003 .003
' 111.6220 .003 .003 .003 .003 .003

SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

P

Type.... Ti me vs. Volume Page 7.07
Name.... PO ND 3 OUT Tag: Dev100 Event: 100 yr
File.... G: \CADD\ proj\51665\ pondpack\POSTCOND3CONV.PPW
Storm... Ty peII 24hr Tag: Dev100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Ti me on left represents time for first value in
- each row.
---------
---------
11.3288 ------ -----------
.000 ------------
.000 -------------
.000 ---------
.002 -
.006
11.7453 .019 .056 .155 .313 .484
12.1618 .642 .779 .881 .960 1.022
12.5783 1.070 1.107 1.137 1.163 1.186
12.9948 1.205 1.223 1.238 1.252 1.265
13.4113 1.276 1.286 1.296 1.304 1.311
13.8278 1.318 1.323 1.329 1.333 1.336
14.2443 1.340 1.342 1.345 1.347 1.349
14.6608 1.350 1.352 1.353 1.354 1.354
15.0773 1.355 1.355 1.355 1.354 1.354
15.4938 1.353 1.352 1.351 1.350 1.349
15.9103 1.347 1.345 1.343 1.341 1.338
16.3268 1.336 1.334 1.331 1.329 1.326
16.7433 1.323 1.321 1.318 1.316 1.313
17.1598 1.310 1.308 1.305 1.302 1.299
17.5763 1.297 1.294 1.291 1.288 1.285
17.9928 1.283 1.280 1.277 1.274 1.271
18.4093 1.268 1.265 1.262 1.259 1.256
18.8258 1.253 1.250 1.247 1.244 1.241
19.2423 1.238 1.235 1.232 1.228 1.225
19.6588 1.222 1.219 1.216 1.212 1.209
20.0753 1.206 1.203 1.199 1.196 1.193
20.4918 1.190 1.187 1.184 1.181 1.178
20.9083 1.175 1.172 1.170 1.167 1.164
21.3248 1.162 1.159 1.156 1.154 1.151
21.7413 1.149 1.147 1.144 1.142 1.140
22.1578 1.138 1.135 1.133 1.131 1.129
22.5743 I 1.127 1.125 1.123 1.121 1.119
22.9908 1.117 1.115 1.113 1.111 1.110
23.4073 1.108 1.106 1.104 1.103 1.101
23.8238 1.099 1.098 1.096 1.094 1.091
24.2403 1.087 1.082 1.076 1.071 1.065
24.6568 1.059 1.053 1.047 1.041 1.036
25.0733 1.030 1.024 1.018 1.013 1.007
25.4898 1.002 .997 .992 .987 .982
25.9063 .977 .972 .967 .962 .958
26.3228 .953 .949 .944 .940 .936
26.7393 .932 .928 .924 .920 .916
27.1558 .912 .908 .904 .901 .897
27.5723 .894 .890 .887 .883 .880
27.9888 .877 .873 .870 .867 .864
28.4053 .861 .858 .855 .852 .849
28.8218 .847 .844 .841 .839 .836
' SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
I Type.... Time vs. Volume Page 7.08
Name.... POND 3 OUT Tag: Dev100 Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Storm... Typell 24hr Tag: Dev100

I

I I
I

CI'

I-1
I J

I_I

TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
---------
29.2383 ----------------
.833 --------------
.831 ------------
.828 ----------
.826 ----------
.823
29.6548 .821 .819 .816 .814 .812
30.0713 .810 .808 .805 .803 .801
30.4878 .799 .797 .795 .793 .791
30.9043 .789 .788 .786 .784 .782
31.3208 .781 .779 .777 .775 .774
31.7373 .772 .770 .768 .766 .765
32.1538 .763 .761 .759 .757 .756
32.5703 .754 .752 .750 .749 .747
32.9868 .745 .743 .741 .740 .738
33.4033 .736 .734 .733 .731 .729
33.8198 .727 .726 .724 .722 .720
34.2363 .719 .717 .715 .714 .712
34.6528 .710 .708 .707 .705 .703
35.0693 .702 .700 .698 .696 .695
35.4858 .693 .691 .690 .688 .686
35.9023 ( .685 .683 .681 .680 .678
36.3188 .676 .675 .673 .671 .670
36.7353 .668 .666 .665 .663 .662
37.1518 .660 .658 .657 .655 .653
37.5683 .652 .650 .649 .647 .645
37.9848 .644 .642 .641 .639 .637
38.4013 .636 .634 .633 .631 .629
38.8178 .628 .626 .625 .623 .622
39.2343 ( .620 .618 .617 .615 .614
39.6508 .612 .611 .609 .608 .606
40.0673 .605 .603 .601 .600 .598
40.4838 .597 .595 .594 .592 .591
40.9003 .589 .588 .586 .585 .583
41.3168 .582 .580 .579 .577 .576
41.7333 .574 .573 .571 .570 .568
42.1498 .567 .565 .564 .562 .561
42.5663 .560 .558 .557 .555 .554
42.9828 .552 .551 .549 .548 .546
43.3993 .545 .544 .542 .541 .539
43.8158 .538 .536 .535 .534 .532
44.2323 .531 .529 .528 .526 .525
44.6488 ( .524 .522 .521 .519 .517
45.0653 .516 .514 .513 .511 .509
45.4818 .508 .506 .505 .503 .501
45.8983 .500 .498 .497 .495 .494
46.3148 .492 .491 .489 .487 .486
46.7313 .484 .483 .481 .480 .478
47.1478 .477 .475 .474 .472 .471
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
1 Type.... Time vs. Volume Page 7.09
Name.... POND 3 OUT Tag: Dev100 Event: 100 yr
File.... G:\CADD\proj\51665\pondpack\POSTCOND3C0NV.PPW
Storm... TypelI 24hr Tag: Dev100

1
n

L!

TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
---------
47.5643 -----------------
.469 ----------
.468 ---------------
.466 ----------
.465 ----------
.463
47.9808 .462 .460 .459 .457 .456
48.3973 .454 .453 .452 .450 .449
48.8138 .447 .446 .444 .443 .442
49.2303 .440 .439 .437 .436 .434
49.6468 .433 .432 .430 .429 .428
50.0633 .426 .425 .423 .422 .421
50.4798 .419 .418 .417 .415 .414
50.8963 .412 .411 .410 .408 .407
51.3128 .406 .404 .403 .402 .400
51.7293 .399 .398 .397 .395 .394
52.1458 .393 .391 .390 .389 .387
52.5623 .386 .385 .384 .382 .381
52.9788 .380 .379 .377 .376 .375
53.3953 .374 .372 .371 .370 .369
53.8118 .367 .366 .365 .364 .362
54.2283 .361 .360 .359 .358 .356
54.6448 .355 .354 .353 .352 .350
55.0613 .349 .348 .347 .346 .345
55.4778 .343 .342 .341 .340 .339
55.8943 .338 .336 .335 .334 .333
56.3108 .332 .331 .329 .328 .327
56.7273 .326 .325 .324 .323 .322
57.1438 .320 .319 .318 .317 .316
57.5603 .315 .314 .313 .312 .311
57.9768 .309 .308 .307 .306 .305
58.3933 .304 .303 .302 .300 .299
58.8098 .298 .296 .295 .294 .292
59.2263 .291 .290 .289 .287 .286
59.6428 .285 .284 .282 .281 .280
60.0593 .279 .277 .276 .275 .274
60.4758 .273 .271 .270 .269 .268
60.8923 .267 .265 .264 .263 .262
61.3088 .261 .260 .258 .257 .256
61.7253 .255 .254 .253 .252 .250
62.1418 .249 .248 .247 .246 .245
62.5583 .244 .243 .241 .240 .239
62.9748 .238 .237 .236 .235 .234
63.3913 .233 .232 .231 .230 .229
63.8078 .228 .227 .225 .224 .223
64.2243 .222 .221 .220 .219 .218
64.6408 .217 .216 .215 .214 .213
65.0573 .212 .211 .210 .209 .208
65.4738 .207 .206 .205 .204 .203
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

E

Type.... Ti me vs. Volume Page 7.10
Name.... PO ND 3 OUT Tag: Dev100 Event: 100 yr
File.... G: \CADD\ proj\51665\ pondpack\POSTC0ND3C0NV.PPW
Storm... Ty pelI 24hr Tag: Dev100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Ti me on left represents time for first value in
------- each row.
----------
---------
65.8903 ------ -----------
.202 -------------
.202 ------------
.201 ---
.200 .199
66.3068 .198 .197 .196 .195 .194
66.7233 .193 .192 .191 .190 .189
67.1398 .188 .188 .187 .186 .185
67.5563 .184 .183 .182 .181 .180
67.9728 .179 .179 .178 .177 .176
68.3893 .175 .174 .173 .173 .172
68.8058 .171 .170 .169 .168 .167
69.2223 .167 .166 .165 .164 .163
69.6388 .162 .162 .161 .160 .159
70.0553 .158 .158 .157 .156 .155
70.4718 .154 .154 .153 .152 .151
70.8883 .150 .150 .149 .148 .147
71.3048 .147 .146 .145 .144 .143
71.7213 .143 .142 .141 .140 .140
72.1378 .139 .138 .137 .137 .136
72.5543 .135 .135 .134 .133 .132
72.9708 .132 .131 .130 .129 .129
73.3873 .128 .127 .127 .126 .125
73.8038 .124 .123 .122 .121 .120
74.2203 .119 .118 .117 .116 .115
74.6368 .115 .114 .113 .112 .111
75.0533 .110 .109 .109 .108 .107
75.4698 .106 .105 .104 .104 .103
75.8863 .102 .101 .101 .100 .099
76.3028 .098 .098 .097 .096 .095
76.7193 .095 .094 .093 .093 .092
77.1358 .091 .091 .090 .089 .089
77.5523 .088 .087 .087 .086 .085
77.9688 .085 .084 .084 .083 .082
78.3853 .082 .081 .081 .080 .079
78.8018 .079 .078 .078 .077 .076
79.2183 .076 .075 .075 .074 .074
79.6348 .073 .073 .072 .072 .071
80.0513 .071 .070 .070 .069 .069
80.4678 .068 .068 .067 .067 .066
80.8843 .066 .065 .065 .064 .064
81.3008 .063 .063 .063 .062 .062
81.7173 .061 .061 .060 .060 .059
82.1338 .059 .059 .058 .058 .057
82.5503 .057 .057 .056 .056 .055
82.9668 .055 .055 .054 .054 .054
83.3833 .053 .053 .052 .052 .052
83.7998 .051 .051 .051 .050 .050
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... T ime vs. Volume Page 7.11
Name.... P OND 3 OUT Tag: Dev100 Event: 100 yr
File.... G :\CADD\proj\51665\ pondpack\POSTCOND3CONV.PP W
Storm... T ypeII 24hr Tag: Dev100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------
84.2163 - -----------------
.050 ------------
.049 -------------
.049 ----------
.049 ----------
.048
84.6328 .048 .048 .047 .047 .047
85.0493 .046 .046 .046 .045 .045
85.4658 .045 .044 .044 .044 .043
85.8823 .043 .043 .043 .042 .042
86.2988 .042 .041 .041 .041 .041
86.7153 .040 .040 .040 .039 .039
87.1318 .039 .039 .038 .038 .038
87.5483 .038 .037 .037 .037 .037
87.9648 .036 .036 .036 .036 .035
88.3813 .035 .035 .035 .034 .034
88.7978 .034 .034 .034 .033 .033
89.2143 .033 .033 .032 .032 .032
89.6308 .032 .032 .031 .031 .031
90.0473 .031 .031 .030 .030 .030
90.4638 .030 .030 .029 .029 .029
90.8803 .029 .029 .028 .028 .028
91.2968 .028 .028 .027 .027 .027
91.7133 .027 .027 .027 .026 .026
92.1298 .026 .026 .026 .025 .025
92.5463 .025 .025 .025 .025 .024
92.9628 .024 .024 .024 .024 .024
93.3793 .024 .023 .023 .023 .023
93.7958 .023 .023 .022 .022 .022
94.2123 .022 .022 .022 .022 .021
94.6288 ( .021 .021 .021 .021 .021
95.0453 .021 .021 .020 .020 .020
95.4618 .020 .020 .020 .020 .019
95.8783 .019 .019 .019 .019 .019
96.2948 .019 .019 .018 .018 .018
96.7113 .018 .018 .018 .018 .018
97.1278 .018 .017 .017 .017 .017
97.5443 .017 .017 .017 .017 .017
97.9608 .016 .016 .016 .016 .016
98.3773 .016 .016 .016 .016 .015
98.7938 .015 .015 .015 .015 .015
99.2103 .015 .015 .015 .015 .015
99.6268 .014 .014 .014 .014 .014
100.0433 .014 .014 .014 .014 .014
100.4598 .014 .013 .013 .013 .013
100.8763 .013 .013 .013 .013 .013
101.2928 .013 .013 .013 .012 .012
101.7093 .012 .012 .012 .012 .012
102.1258 .012 .012 .012 .012 .012
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

n
II

?I
I?
u

Type.... Ti me vs. Volume Page 7.12
Name.... PO ND 3 OUT Tag: Dev100 Event: 100 yr
File.... G: \CADD\ proj\51665\ pondpack\POSTCOND3CONV.PPW
Storm... Ty peII 24hr Tag: Dev100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Ti me on left represents time for first value in
------- each row.
----------
---------
102.5423 ------ -----------
.012 -------------
.011 ------------
.011 ---
.011 .011
102.9588 .011 .011 .011 .011 .011
103.3753 .011 .011 .011 .011 .011
103.7918 .010 .010 .010 .010 .010
104.2083 .010 .010 .010 .010 .010
104.6248 ( .010 .010 .010 .010 .010
105.0413 .009 .009 .009 .009 .009
105.4578 .009 .009 .009 .009 .009
105.8743 .009 .009 .009 .009 .009
106.2908 .009 .009 .009 .008 .008
106.7073 .008 .008 .008 .008 .008
107.1238 .008 .008 .008 .008 .008
107.5403 .008 .008 .008 .008 .008
107.9568 .008 .008 .007 .007 .007
108.3733 .007 .007 .007 .007 .007
108.7898 .007 .007 .007 .007 .007
109.2063 .007 .007 .007 .007 .007
109.6228 .007 .007 .007 .007 .007
110.0393 .006 .006 .006 .006 .006
110.4558 .006 .006 .006 .006 .006
110.8723 .006 .006 .006 .006 .006
111.2888 .006 .006 .006 .006 .006
111.7053 .006 .006 .006 .006 .006
112.1218 .006 .005 .005 .005 .005
112.5383 .005 .005 .005 .005 .005
112.9548 .005 .005 .005 .005 .005
113.3713 .005 .005 .005 .005 .005
113.7878 .005 .005 .005 .005 .005
114.2043 .005 .005 .005 .005 .005
114.6208 .005 .005 .005 .004 .004
115.0373 .004 .004 .004 .004 .004
115.4538 .004 .004 .004 .004 .004
115.8703 .004 .004 .004 .004 .004
116.2868 .004 .004 .004 .004 .004
116.7033 .004 .004 .004 .004 .004
117.1198 .004 .004 .004 .004 .004
117.5363 .004 .004 .004 .004 .004
117.9528 .004 .004 .004 .003 .003
118.3693 .003 .003 .003 .003 .003
118.7858 .003 .003 .003 .003 .003
119.2023 .003 .003 .003 .003 .003
119.6188 .003 .003 .003 .003 .003
120.0353 .003 .003 .003 .003 .003
120.4518 .003 .003 .003 .003 .003
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Time vs. Volume Page 7.13
' Name.... POND 3 OUT Tag: Dev100 Event: 100 yr
File.... G:\CADD\proj\51665\ pondpack\POSTCOND3C0NV.PPW
Storm... TypeII 24hr Tag: Dev100
' TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0833 hrs
hrs Time
on
left represents time
for
first value in each
row.
'
120.8683 -i ---
-
-
-
.003 -
-
.003 .003
.003 -
-
.003
121.2848 .003 .003 .003 .003 .003
121.7013 .003 .003 .003 .003 .003
122.1178 .003 .003 .003

1
C

SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Vol: Elev-Area Page 8.01
Name.... POND 3
File.... G:\CADD\proj\51665\pondpack\POSTC0ND3CONV.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
-----------
737.50 ----------------------
----- .1953 ----------------
.0000 ----------
.000 -------------
.000
738.00 ----- .3161 .7599 .127 .127
739.00 ----- .4792 1.1845 .395 .521
740.00 ----- .5931 1.6054 .535 1.057
741.00 ----- .6881 1.9200 .640 1.697
742.00 ----- .7555 2.1646 .722 2.418
743.00 ----- 1.0873 2.7492 .916 3.335
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Outlet Input Data Page 9.01
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 737.50 ft
Increment = .50 ft
Max. Elev.= 743.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular W1 ---> TW 741.250 743.000
Inlet Box IB ---> CV 740.500 743.000
Orifice-Circular OF ---> CV 739.500 743.000
Orifice-Circular OR ---> CV 737.500 743.000
Culvert-Circular CV ---> TW 734.500 743.000
TW SETUP, DS Channel
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Outlet Input Data
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Page 9.02
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of openings
Crest Elev.
Weir Length
Weir Coeff.
W1
Weir-Rectangular
----------------
1
741.25 ft
25.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = IB
Structure Type = Inlet Box
-----------------
# of openings -------------
= 1 ------
Invert Elev. = 740.50 ft
Orifice Area = 3.1400 sq.ft
Orifice Coeff. _ .666
Weir Length = 6.28 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OF
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 739.50 ft
Diameter = .6666 ft
Orifice Coeff. _ .666
SIN: 0214018070CO GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Outlet Input Data
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
' OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. 737.50 ft
Diameter .2083 ft
Orifice Coeff. _ .667

0
u
0

Page 9.03
Structure ID = CV
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 734.50 ft
Dnstream Invert = 732.00 ft
Horiz. Length = 41.00 ft
Barrel Length = 41.08 ft
Barrel Slope = .06098 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0280
Ke = .4000 (forward entrance loss)
Kb = .107744 (per ft of full flow)
Kr = .4000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.130
T2 ratio (HW/D) = 1.276
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 735.91 ft ---> Flow = 4.80 cfs
At T2 Elev = 736.10 ft ---> Flow = 5.49 cfs
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Outlet Input Data Page 9.04
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
' OUTLET STRUCTURE INPUT DATA
' Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
' CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min.. TW tolerance = .01 ft
Max.
Min. TW
HW tolerance =
tolerance = .01
.01 ft
ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs

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t
Type.... Individual Outlet Curves Page 9.05
Name.... PR 10
File.... G:\CADD\proj\51 665\pondpack\POSTCOND3CONV.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W1 (Weir-Rectangular)
---------
Upstream ----------
ID = -------------------
(Pond Water Surface)
DNstream ID = TW (Pond outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. ------- ------
Q TW El --------- --------------------------
ev Converge
ft
-------- cfs ft
------- ---- +/-ft Computation Messages

737.50 --
.00 Free -- -----
Outfall --------------------------
WS below an invert; no flow.
738.00 .00 Free Outfall WS below an invert; no flow.
738.50 .00 Free Outfall WS below an invert; no flow.
739.00 .00 Free Outfall WS below an invert; no flow.
739.50 .00 Free Outfall WS below an invert; no flow.
740.00 .00 Free outfall WS below an invert; no flow.
740.50 .00 Free outfall WS below an invert; no flow.
741.00 .00 Free Outfall WS below an invert; no flow.
741.25 .00 Free Outfall WS below an invert; no flow.
741.50 9.38 Free outfall H=.25; Htw=.00; Qfree=9.38;
742.00 48.71 Free Outfall H=.75; Htw=.00; Qfree=48.71;
742.50 104.82 Free outfall H=1.25; Htw=.00; Qfree=104.82;
743.00 173.63 Free Outfall H=1.75; Htw=.00; Qfree=173.63;
SIN: 0214018070CO GNA Design Associates
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Type.... Individual Outlet Curves Page 9.06
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = IB (Inlet Box)
---
Ups ---------
tream ID -------------------
= (Pond Water -------
Surface)
DNs tream ID = CV ( Culvert-Circular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
- cfs ft ft ft +/-ft +/-cfs ft +/-ft
------
-
737.50 -------
.00 - ------- -
... ------- ------- - ----- ------
... -----
Free -- -------
Outfall
WS below an invert; no flow.
738.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
738.50 .00 Free Outfall
WS below an invert; no flow.
739.00 .00 ... ... Free Outfall
WS below an invert; no flow.
739.50 .00 ... ... ... Free Outfall
WS below an invert; no flow.
740.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
740.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
741.00 6.66 741.00 Free 738.07 .000 .000 Free Outfall
We ir: H =.5 0
741.25 11.55 741.25 741.25 741.25 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
741.50 11.72 741.50 741.50 741.50 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
742.00 12.07 742.00 742.00 742.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
742.50 12.41 742.50 742.50 742.50 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
743.00 12.74 743.00 743.00 743.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 021401807000 GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Indivi dual Outlet Curves Page 9.07
' Name.... PR 10
File.... G:\CADD\proj\51665\pondpac k\POSTCOND3CONV.P PW
E R ONE
F OUTLET TYPE
RATING TABL O
Structure ID = OF (orifice-Circular )
------------
Upstream ID --------
( -----------------
Pond Water Surfac -
e)
DNstream ID = CV (Culvert-Circular )
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
737.50 -------
.00 - ------- - ------- ------- ------ ------ ------- -------
Free Outfall
:::
WS below an :::
invert; :::
no flow. :::
738.00 .00 Free Outfall
WS below an invert; no flow.
738.50 .00 ... ... Free Outfall
WS below an invert; no flow.
' 739.00 .00 Free Outfall
WS below an invert; no flow.
739.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
' 740.00 .58 740.00 Free 735.05 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .143ft Dcr= .357ft CRIT.DEPTH
740.50 1.52 740.50 Free 735.32 .000 .000 Free Outfall
H =.67
741.00 2.01 741.00 Free 738.07 .000 .000 Free Outfall
H =1.17
741.25 .00 741.25 741.25 741.25 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
741.50 .00 741.50 741.50 741.50 .000 .000 Free Outfall
' Full riser flow. Q=0 this opening.
742.00 .00 742.00 742.00 742.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
742.50 .00 742.50 742.50 742.50 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
' 743.00 .00 743.00 743.00 743.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.

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u
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Type.... Individual Outlet Curves Page 9.08
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = OR (Orifice-Circular)
-------------
Upstream ID -------
= ( ----------
Pond Water --------
Surface)
DNstream ID = CV (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
737.50 -------
.00 - ------- --
... ------
... ------- ------
... ------
... -----
Free -- -------
Outfall
WS below an invert; no flow.
738.00 .11 738.00 Free 734.69 .000 .000 Free Outfall
H =.40
738.50 .17 738.50 Free 734.74 .000 .000 Free Outfall
H =.90
739.00 .22 739.00 Free 734.76 .000 .000 Free Outfall
H =1.40
739.50 .25 739.50 Free 734.79 .000 .000 Free Outfall
H =1.90
740.00 .28 740.00 Free 735.05 .000 .000 Free Outfall
H =2.40
740.50 .31 740.50 Free 735.32 .000 .000 Free Outfall
H =2.90
741.00 .31 741.00 738.07 738.07 .002 .000 Free outfall
H =2.93
741.25 .00 741.25 741.25 741.25 .000 .000 Free outfall
Full riser flow. Q=0 this opening.
741.50 .00 741.50 741.50 741.50 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
742.00 .00 742.00 742.00 742.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
742.50 .00 742.50 742.50 742.50 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
743.00 .00 743.00 743.00 743.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
SIN: 021401807000 GNA Design Associates
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1

Type.... Individual Outlet Curves Page 9.09
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV (Culvert-Circ ular)
--
------------
Mannings ope --------
n channe ----------------
l maximum capacity: 7.97 cfs
UPstream ID 's= IB, OF, OR
DNstream ID = TW ( Pond Outfall)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-
- ft +/-cfs
--- ------ ft
------ +/-ft
- -------
--------
737.50 -------- ------- -
.00 734.50 -------
Free ------- --
Free .000 .000 Free Outfall
738.00 .11 734.69 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .045ft Dcr= . 132ft CRIT.DEPTH
738.50 .17 734.74 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .055ft Dcr= .161ft CRIT.DEPTH
739.00 .22 734.76 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .061ft Dcr= .178ft CRIT.DEPTH
739.50 .25 734.79 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .067ft Dcr= .193ft CRIT.DEPTH
740.00 .86 735.05 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .131ft Dcr= .364ft CRIT.DEPTH
740.50 1.83 735.32 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .204ft Dcr= .538ft CRIT.DEPTH
741.00 8.99 738.07 Free Free .000 .000 Free Outfall
FULL FLOW .. .Lfull=3 9.74ft Vh=.833ft HL=4.736ft
741.25 11.55 741.25 Free Free .000 .000 Free Outfall
FULL FLOW .. .Lfull=40.91ft Vh=1.376ft HL=7 .991ft
741.50 11.72 741.50 Free Free .000 .000 Free Outfall
FULL FLOW .. .Lfull=40.93ft Vh=1 .418ft HL=8 .241ft
742.00 12.07 742.00 Free Free .000 .000 Free Outfall
FULL FLOW .. .Lfu11=40.95ft Vh=1 .504ft HL=8 .742ft
742.50 12.41 742.50 Free Free .000 .000 Free Outfall
FULL FLOW .. .Lfull=40.98ft Vh=1 .589ft HL=9 .243ft
743.00 12.74 743.00 Free Free .000 .000 Free Outfall
FULL FLOW ...Lfull=40.99ft Vh=1 .675ft HL=9 .745ft
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Composite Rating Curve
Name.... PR 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ---------- --- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing
-- Structures
------------
--------
737.50 -------
.00 ------
Free -- -----
Outfall -----------
(no Q: W1 -
,IB ,OF,OR,CV)
738.00 .11 Free Outfall OR,CV (no Q: W1,IB,OF)
738.50 .17 Free Outfall OR,CV (no Q: W1,IB,OF)
739.00 .22 Free Outfall OR,CV (no Q: W1,IB,OF)
739.50 .25 Free Outfall OR,CV (no Q: W1,IB,OF)
740.00 .86 Free Outfall OF,OR,CV (no Q: W1,IB)
740.50 1.83 Free Outfall OF,OR,CV (no Q: W1,IB)
741.00 8.99 Free Outfall IB,OF,OR,CV (no Q: W1)
741.25 11.55 Free Outfall IB,CV (no Q: W1,OF,OR)
741.50 21.10 Free Outfall W1,IB,CV (no Q: OF,OR)
742.00 60.79 Free Outfall Wl,IB,CV (no Q: OF,OR)
742.50 117.23 Free Outfall W1,IB,CV (no Q: OF,OR)
743.00 186.37 Free Outfall W1,IB,CV (no Q: OF,OR)
Page 9.10
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Pond E-V-Q Table Page 10.01
Name.... POND 3
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
LEVEL POOL ROUTING DATA
' HYG Dir = G:\CADD\proj\51665\pondpack\
Inflow HYG file = work_pad.hyg - POND 3 IN Dev 10
Outflow HYG file = work_pad.hyg - POND 3 OUT Dev 10
' Pond Node Data = POND 3
Pond Volume Data = POND 3
Pond Outlet Data = PR 10
' No Infiltration
INITIAL CONDITIONS

' ------------------
Starting WS Elev -----------
737.50 -----
ft
Starting Volume =
.000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
' Time Increment .0833 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + O
---cfs
ft - --ac_ft - ----acres ---cfs ---- cfs--- cfs
' ---
-
737.50 .00 .000 .1953 .00 .00 .00
738.00 .11 .127 .3161 .00 .11 36.91
738.50 .17 .304 .3934 .00 .17 88.39
739.00 .22 .521 .4792 .00 .22 151.71
739.50 .25 .775 .5346 .00 .25 225.34
740.00 .86 1.057 .5931 .00 .86 307.82
740.50 1.83 1.365 .6397 .00 1.83 398.30
741.00 8.99 1.697 .6881 .00 8.99 501.87
' 741.25 11.55 1.871 .7047 .00 11.55 555.01
741.50 21.10 2.049 .7214 .00 21.10 616.35
742.00 60.79 2.418 .7555 .00 60.79 763.29
742.50 117.23 2.835 .9139 .00 117.23 940.80
' 743.00 186.37 3.335 1.0873 .00 186.37 1155.10

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SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003
Type.... Pond Routing Summary
Name.... POND 3 OUT Tag: Dev 10
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV. PPW
Storm... Typell 24hr Tag: Dev 10
' LEVEL POOL ROUTING SUMMARY
HYG Dir = G:\CADD\proj\51665\pondpack\
pad.hyg - POND 3 IN
Inflow HYG file = work Dev 10
' _
Outflow HYG file = work_pad.hyg - POND 3 OUT Dev 10
Pond Node Data = POND 3
Pond Volume Data= POND 3
Pond Outlet Data = PR 10
' No Infiltration
INITIAL CONDITIONS
-------------- --------------
- Starting WS Elev = 737.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment .0833 hrs
HYDROGRAPH
SUMMARY
INFLOW/OUTFLOW
-----------------
-
-
Peak inflow = 7.11 cfs at 12.0785 ---
hrs
Peak Outflow = .24 cfs at 23.4906 hrs
Peak Elevation = 739.38 ft
Peak Storage = .711 ac-ft
I MASS BALANCE (ac-ft)
+ Initial Vol = 000
+ HYG Vol IN = .938
- Infiltration = .000
- HYG Vol OUT = .935
- Retained Vol = .003
' Unrouted Vol = -.001 ac-ft (.078% of Inflow Volume)

C'

Page 10.02
Event: 10 yr
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

Type.... Pond Routing Summary
Name.... POND 3 OUT Tag: Dev100
File.... G:\CADD\proj\51665\pondpack\POSTCOND3CONV.PPW
Storm... TypelI 24hr Tag: Dev100
LEVEL POOL ROUTING SUMMARY
HYG Dir = G:\CADD\proj\51665\pondpack\
Inflow HYG file = work _pad.hyg - POND 3 IN Dev100
Outflow HYG file = work_pad.hyg - POND 3 OUT Dev100
Pond Node Data = POND 3
Pond Volume Data = POND 3
Pond Outlet Data = PR 10
No Infiltration
INITIAL CONDITIONS
- --------------------------------
Starting WS Elev = 737.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
starting Infiltr. _ .00 cfs
starting Total Qout= .00 cfs
Time Increment = .0833 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 26.15 cfs at 11.9952 hrs
Peak Outflow = 1.80 cfs at 14.9940 hrs
--------
----
Peak --------------
Elevation -----------
= 740.48 ----------------
ft
Peak Storage = 1.355 ac-ft
Page 10.03
Event: 100 yr
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 2.498
- Infiltration = .000
- HYG Vol OUT = 2.495
- Retained Vol = .003
Unrouted Vol = -.001 ac-ft (.029% of Inflow Volume)
SIN: 021401807000 GNA Design Associates
PondPack Ver. 8.0067 Time: 1:32 PM Date: 5/15/2003

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Appendix A
Index of Starting Page Numbers for ID Names
----- O -----
OFFSITE AREA 3... 5.01, 6.01
ONSITE AREA 3... 5.03, 6.02
----- P -----
POND 3... 8.01, 10.01, 7.01, 10.02,
7.07, 10.03
PR 10... 9.01, 9.05, 9.10
----- S -----
State... 3.01, 3.02
----- T -----
TypeII 24hr Dev 10... 4.01, 4.03
----- W -----
Watershed... 1.01, 2.01, 2.02
SIN: 0214018070CO GNA Design Associates
' PondPack Ver. 8.0067 Time: 1:32 PM
A-1
Date: 5/15/2003
AW F ?H TFG
r
Cd ?
December 20, 2002
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NC 28210
Dear Mr. Waters:
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Subject: Five Stormwater Wetlands
Westmoreland
Mecklenburg County, NC
DW Q# 021617
This Office is in receipt of the plans dated November 11, 2002 for the five stormwater management
wetlands at the subject facility prepared on your behalf by GNA and submitted to the Division on November 25,
2002 and December 18, 2002. Staff from the Wetlands Unit reviewed the plans and found them acceptable. :---
Please note that this approval is for water quality purposes only and shall not be construed as an approrl-df
the design for dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
incerely,

n .D
e lands Unit upe isor
cc: Mr. Todd St. John, Wetlands Unit
Mooresville Regional Office
Steve Whaley, PE, GNA, 428 East Fourth Street, Suite 408, Charlotte, NC 28202
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
6? W A ??9QG Michael F. Easley
Governor
7 William G. Ross, Jr., Secretary
>_ y Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
December 20, 2002
Memorandum To: John Dorney
From: Todd St. John
Subject: Westmoreland
Mecklenburg County
DWQ# 021617
I reviewed the subject stormwater management plan and it appears to meet condition no.q in
the WQC. I recommend approval.
R
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.ne.us/newetiands/
Project Name: Westmoreland
Project No. DWQ
1
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 2.5 average depth status
Bottom of Basin (ft) 751.5
Permanent Pool (ft) 751.5 0 ft. depth check depth
Temporary Pool (ft) 755 3.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 17033 15016 sq. ft. ok
Drainage Area (ac) 19.69
Impervious Area (ac) 8 40.6%
-
Forebay (ft2) 3574 20.982798% check forebi
High Marsh (ft2) 3436.5 20.2% check marsl
Low Marsh (ft2) 5573.5 32.7 % ok
Micropool (ft2) 4449 26.119885 % check forebt
100%
volumes
Temporary Pool (cu ft) 43342 29710 cu. ft. ok
other parameters
SA/DA .2 ?' 1.75 -
Orifice Diameter (in) 7.81 cfs drawdown -
Design Rainfall (in) 1 (
1 0.1 day drawdown check draws
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 40.6
Next Highest 50 ,
0 ft. Permanent Pool Depth
SA/DA from Table
1.75
2.06

Project Name: Westmoreland
Project No. DWQ
2
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.6 average depth status

Permanent Pool (ft) 748.5 748.5 ft. depth check depth
Temporary Pool (ft) 750 1.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 6273 2754 sq. ft. ok
Drainage Area (ac) 4.61
Impervious Area (ac) 1.42 30.8 % -
Forebay (ft2) 985 15.702216% ok
High Marsh (ft2) 1740 27.7% check marsl
Low Marsh (ft2) 2013 32.1 % ok
Micropool (ft2) 2520 40.172166% check forebc
115.7022%
volumes
Temporary Pool (cu ft) 9975 5476 cu. ft. ok
other parameters ti
SA/DA 1.37 -
Orifice Diameter (in) t ' 5.11 cfs drawdown -
Design Rainfall (in) 1 0.0 day drawdown check drawl
Linear Interpolation of Correct SAIDA"*
0/t Impervious
Next Lowest 30
Project Impervious 30.8
Next Highest 40
748.5 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.37
1.73
Project Name: Westmoreland
Project No. DWQ
9
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.4 average depth status

Permanent Pool (ft) 737.5 737.5 ft. depth check depth
Temporary Pool (ft) 740 2.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 19798 13607 sq. ft. ok
Drainage Area (ac) 40
Impervious Area (ac) 6.01 15.0%
-
Forebay (ft2) 2657 13.420548% ok
High Marsh (ft2) 5040 25.5 % check marsl
Low Marsh (ft2) 8805 44.5 % check marsl
Micropool (ft2) 3296 16.648146% ok
100%
volumes
Temporary Pool (cu ft) 27660 26895 cu. ft. ok
other parameters
?l
SAIDA 0.78 -
Orifice Diameter (in) 4.23 cfs drawdown -
Design Rainfall (in) 1 Al 0.1 day drawdown check drawl

Linear Interpolation of Correct SAIDA"*
% Impervious
Next Lowest 10
Project Impervious 15.0
Next Highest 20
737.5 ft. Permanent Pool Depth
SAIDA from Table
0.59
0.78
0.97
Project Name: Westmoreland
Project No. DWQ
4
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations 1.7 average depth status

Permanent Pool (ft) 725.5 725.5 ft. depth check depth
Temporary Pool (ft) 727.25 1.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 34543 35851 sq. ft. check surfac
Drainage Area (ac) 38.88
Impervious Area (ac) 20.09 51.7 % -
Forebay (ft2) 5863 16.973048% ok
High Marsh (ft2) 11594 33.6 % ok
Low Marsh (ft2) 14234 41.2% check marsl,
Micropool (ft2) 2852 8.2563761 % check forebi
100%
volumes
Temporary Pool (cu ft) 60069 72691 cu. ft. check tempt
other parameters
SA/DA -?!G 2.12 -
Orifice Diameter (in) 5.52 cfs drawdown -
Design Rainfall (in) 1 0.1 day drawdown check drawc
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 50
Project Impervious 51.7
Next Highest 60
725.5 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.12
2.4
Project Name: Westmoreland
Project No. DW Q
5
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.7 average depth status

Permanent Pool (ft) 745.5 745.5 ft. depth check depth
Temporary Pool (ft) 747.5 2 ft. depth ok

areas
Permanent Pool SA (sq ft) 5357 3040 sq. ft. ok
Drainage Area (ac) 3.14
Impervious Area (ac) 1.72 54.8 % -
Forebay (ft2) 746 13.925705 % ok
High Marsh (ft2) 2007 37.5 % ok
Low Marsh (ft2) 1674 31.2 % check marsl
Micropool (ft2) 930 17.360463% check forebc
100%
volumes
Temporary Pool (cu ft) 8973 6189 cu. ft. ok
other parameters
SA/DA -L 2.22 -
Orifice Diameter (in) 5.91 cfs drawdown -
Design Rainfall (in) 1 0.0 day drawdown check drawc
Linear Interpolation of Correct SAIDA ***
745.5 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 50 2.06
Project Impervious 54.8 2.22
Next Highest 60 2.4
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To: NCDENR - Wetland Division
2321 Crabtree Blvd, Suite 250
Parkview Building
Raleigh, NC 27604
LETTER OF TRANSMITTAL
Date: 12/17/02 Job No. 51665
Attention: Todd St. John
t :5
LID L5 U V Re: Westmoreland Subdivision' n,11
Ref: WQ021617 .i t,

WETLANDS GROUP

WE ARE SENDING YOU: Attached ? Under separate cover via the following items:
? Shop drawings Prints ? Plans ./ Samples
?
ac
? ? Specifications
?
? Copy of Letter ? Change Order ?
?] l
mA a.
I 1 I I I Operation and Maintenance Agreement - notarized '
1 Checklist summaries of wetland detention design data (5sheets)
THESE ARE TRANSMITTED as check below:
rV* For Approval ? Approved as submitted ? Resubmit copies for approval
For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
"W, For review and comment ?
? FORBIDS DUE
Remarks: Todd, Please review and let me know if everything is okay to review calculations. Happy
Holidays.
Copy to: Signed:
By: eve Whaley
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment-i -forebay
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
?c
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the elevation of the marsh area exceeds the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.0_ feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
0 Marsh Elevation * see below
Sediment Removal Elev.= *
Bottom kevation = * see
-------------
FOREBAY
(75%)
(75%) ----Sediment Removal Elevation * see low (7E
-
Bottom Elevation *see
MICRO POOL
Wetland detention Forebay Marsh Area Micro Pool
Number Pool Sediment Bottom Top Bottom Pool Sediment Bottom
Level Removal Elev. Elev. Elev. Level Removal Elev.
1 754.75 753.0 752.0 753.0 751.5 751.5 749.5 748.5
2 757.80 756.0 755.0 750.0 748.5 748.5 746.0 745.0
3 739.50 737.0 736.0 739.0 737.5 737.5 735.5 734.5
4 726.50 724.0 723.0 727.0 725.5 725.5 723.5 722.5
5 746.50 745.0 744.0 747.0 745.5 745.5 744.0 743.0
Page I of 2
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
6. All components of the wetland detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Thomas D. Waters
Title: General Manager
Address: 6707 Fairview Road, Suite B Charlotte, NC 28210-3354
Phon
Signe
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, Ben'amin Steven Whale , a Notary Public for the State of North Carolina , County of
_Mecklenburg_, do hereby certify that Thomas D. Waters personally appeared before me this
1 ith day of December, 2002, and acknowledge the due execution of the forgoing wetland detention basin
maintenance requirements. Witness my hand and official seal,
bad fie,\\°o ,w. ?d ?1
caLJ` ' '
°
x °
0
YOLK, C?
r'
2 %e V°o o°o ?? , ri
`'l?/y °Otloo o°
SEAL
My commission expires 12/28/03
Page 2 of 2
DWQ Project No. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Westmoreland Subdivision
Contact Person: B. Steven Whaley, P.E. Phone Number: (704 3773-190.7
For projects with multiple basins, specify which basin this worksheet applies to: Basin 1
Permanent Pool Elevation 751.5 ft.
Temporary Pool Elevation 755.0 ft.

Permanent Pool Surface Area 17033 sq. ft.
Drainage Area 19.69 ac.
Impervious Area 8.0 ac.
Forebay Surface Area. 3574 sq. ft.
Marsh 0"-9" Surface Area 55 73.5 _ sq. ft.
Marsh 9"-18" Surface Area 4449 sq. ft.
Micro Pool Surface Area 3436.5 sq. ft.

Temporary Pool Volume 43342 cu. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)
(at permanent pool elevation approximately 35%)(See Repor.
(at permanent pool elevation approximatoys#5%)Post Condt
(at permanent pool elevation approximately 15%) pond # 1
Sheet 7.0
(volume detained on top of the permanent pool)
SA/DA used 1.73
Diameter of Orifice 15 in.
II. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio) (40% at 3' )
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch rain.
X The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
y Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. (Haul offsite to cdrtified disposal site)
X Access is provided for maintenance.
X A site specific, signed and notarized operation and maintenance agreement is provided.
X The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
DWQ Project No. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Westmoreland Subdivision
Contact Person: B. Steven Whaley, P . E . Phone Number: (70 4 ) 3 7 3-19 0 7
For projects with multiple basins, specify which basin this worksheet applies to: Ras; n #2
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SA/DA used
Diameter of Orifice
748.5 ft.
750.0 ft.
sq. ft.
4.61 ac.
1.42 ac.
985 sq. ft.
1740 sq. ft.
2013 sq. ft.
2520 sq. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)Forebay abc
(at permanent pool elevation approximately 35%)Perm. Pool
(at permanent pool elevation approximately 35%) Cal-c. on
(at permanent pool elevation approximately 15%)page 7.01
9975 cu. ft. (volume detained on top of the permanent pool)
1.54
15
II. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio) (30% at 3')
in. (draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch rain.
X The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
X Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. (Haul offsite to cdrtified disposal site)
X Access is provided for maintenance.
X A site specific, signed and notarized operation and maintenance agreement is provided.
X The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
DWQ Project No. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Westmoreland Subdivision
Contact Person: B. Steven Whaley, P . E . Phone Number: (70 4 )373-1907
For projects with multiple basins, specify which basin this worksheet applies to: Basin 913
Permanent Pool Elevation 737.5 ft.
Temporary Pool Elevation 740.0 ft.
Permanent Pool Surface Area 19 79 8 sq. ft.
Drainage Area 40.05 ac.
Impervious Area 6.01 ac.
Forebay Surface Area 2657 sq. ft.
Marsh 0"-9" Surface Area 5040 sq. ft.
Marsh 9"-18" Surface Area 8805 sq. ft.
Micro Pool Surface Area 3996 sq. ft.

Temporary Pool Volume 27660 cu. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)
(at permanent pool elevation approximately 35%)(see calc.
(at permanent pool elevation approximately 35%) sheet 7.0
(at permanent pool elevation approximately 15%)
(volume detained on top of the permanent pool)
SA/DA used 0_72
Diameter of Orifice 12 in.
II. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio) (15% at 3')
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch rain.
X The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
X Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. (Haul offsite to cdrtified dispoaal site)
X Access is provided for maintenance.
X A site specific, signed and notarized operation and maintenance agreement is provided.
X The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
DWQ Project No. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Westmoreland Subdivision
Contact Person: B. Steven Whaley, P.E. Phone Number: (704 )373-1907
For projects with multiple basins, specify which basin this worksheet applies to: Bain 114
Permanent Pool Elevation 725.50 ft.
Temporary Pool Elevation 727.25 ft.

Permanent Pool Surface Area 34543 sq. ft.
Drainage Area 38.88 ac.
Impervious Area 20.09 ac.
Forebay Surface Area 5863 sq. ft.
Marsh 0"-9" Surface Area 11594 sq. ft.
Marsh 9"-18" Surface Area 14234 sq. ft.
Micro Pool Surface Area 2852 sq. ft.

Temporary Pool Volume 6nQ69 cu. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)
(at permanent pool elevation approximately 35%)(see calc.
(at permanent pool elevation approximately 35%) sheet 6.0.
(at permanent pool elevation approximately 15%)
(volume detained on top of the permanent pool)
SA/DA used 2.13
Diameter of Orifice 15 in.
It. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio) (52% at 3' )
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch rain.
X The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
x Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. (Haul offsite to cdrtified disposal site)
X Access is provided for maintenance.
X A site specific, signed and notarized operation and maintenance agreement is provided.
X The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehrir.state.nc.us/ncwetlands/oandm.doc).
DWQ Project No. WQ021617
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Westmoreland Subdivision
Contact Person: B. Steven Whaley, P . E . Phone Number: (70 4 )373-1907
For projects with multiple basins, specify which basin this worksheet applies to: Basin 115
Permanent Pool Elevation 745.50 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 747.50 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 5357 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 3.14 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.72 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 746 sq. ft. (at permanent pool elevation approximately 15%)
Marsh 0"-9" Surface Area 2007 sq. ft. (at permanent pool elevation approximately 35%)
Marsh 9"-18" Surface Area 1674 sq. ft. (at permanent pool elevation approximately 35%) ( see calc
Micro Pool Surface Area 930 sq. ft. (at permanent pool elevation approximately 15%) sheet 6.0
pond 115)
Temporary Pool Volume 8973 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 2.23 (surface area to drainage area ratio)
Diameter of Orifice 15 in. (draw down orifice diameter) (55% at 3 )
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been met, attach an explanation of why.
Applicants Initials
X The temporary pool controls runoff from the 1 inch rain.
X The basin side slopes are no steeper than 3:1.
X A planting plan for the marsh areas with plant species and densities is provided.
x Vegetation above the permanent pool elevation is specified.
X An emergency drain is provided to drain the basin.
X The temporary pool draws down in 2 to 5 days.
X Sediment storage is provided in the permanent pool.
A sediment disposal area is provided. (Haul offsite to cdrtified dispoaal site)
X Access is provided for maintenance.
X A site specific, signed and notarized operation and maintenance agreement is provided.
X The drainage area (including any offsite area) is delineated on a site plan.
X Access is provided for maintenance.
X Plan details for the wetland are provided.
X Plan details for the inlet and outlet are provided.
X A site specific, signed and notarized operation and maintenance agreement is provided (see
http://h2o.ehrir.state.nc.us/ncwetlands/oandm.doc).
?.. ??t
-;
,?
1h
ti
1Q
Proposed Development Site for Wilmore Walk
See the attached AutoCAD Drawings.
Proposed Offsite Mitigation
for Wilmore Walk
Below is the proposed concept for the offsite portion of the
mitigation for the proposed urban infill project called
Wilmore Walk (see the attached AutoCad drawing).
An aerial of the proposed development
Site is shown on the next page. The Wilmore Walk site is
1 mi SE of the site shown below and also drains to Irwin Creek.
New existing storm
water pipe
The proposed drainage route would consist of day lighting the first 1 inch of run off from
approx.14.23 acres through a heavily vegetated linear filter strip and ending in a small pocket
wetland. The filter strip would be designed to send the run off through a maze of woody &
herbaceous vegetation consisting of a combination of different soil bioengineering technique
coconut matting. The Wilmore Walk site is 2.8 acres and will have some onsite Bio-retention
(catching mostly offsite drainage). The only other alternative is sand filters.
O?O? W ATF9Q Michael F. Easley
G Governor
C- 7 William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
0 Alan W. Klimek, P.E. Director
Division of Water Quality
December 12, 2002
Mr. Steve Whaley, PE
GNA Design
428 East Fourth Street, Suite 408
Charlotte, NC 28202
Subject: Westmoreland Subdivision
DWQ Project No. 021617
Mecklenburg County
Dear Mr. Whaley:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
Wetland Work Sheets
It is recommended that you fill out the attached worksheet for each wetland.
2. Operation and Maintenance Agreement
An operation and maintenance agreement is required. The operation and maintenance agreement must also be
signed by the responsible party and notarized. An example agreement for an extended detention wet pond is
available on line at http://h2o.enr.state.nc.us/ncwetlands/oandm.doc.
Division wetlands unit staff will strive to complete.a final technical review within 10 working days of receipt of the
requested information. Completing the enclosed worksheet (also available on line at the address below) will greatly
decrease the staff review time. If you have any questions or would like to discuss this project, please contact me at (919)
733-9584. Also, please note that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
hftp://h2o.ehnr.state.nc.us/ncwetlands/.
SinceYt.#John, Todd E
Environmental Engineer
Attachments
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To: NCDENR - Wetland Division
2321 Crabtree Blvd, Suite 250
Parkview Building
Raleigh, NC 27604
(? l'-I) -1 33 -&E -3

LETTER OF TRANSMITTAL
Date: 11/22/02 Job No. 51665
Attention: Todd St. John
Re: Westmoreland Subdivision
Wetland Detention pond review
1 s review of the design for mitigation approval
WE ARE SENDING YOU: ? Attached ? Under separate cover via the following items:
? Shop drawings A& Prints ? Plan Samples ? Specifications
? Copy of Letter ? Change Order iP C7Jv? S
COPIES DATE NO. DESCRIPTION
4 Plan
3 Calculations for Wetland Detention

w urns (COUP

THESE ARE TRANSMITTED as check below:
I For Approval ? Approved as submitted ? Resubmit copies for approval
For your use ? Approved as noted ? Submit _ copies for distribution
? As requested ? Returned for corrections ? Return _ corrected prints
K For review and comment ?
? FORBIDS DUE
Remarks: Our single family site is located in the Critical watershed of Cornelius, NC to Lake Norman.
We are movidina Detention on this site as a means to reduce the wetlands shown on site. The state and
Corp has approved the delination of the wetlands and are proceeding with the approval of the site. We
would like you to review the stormwater wetland ponds as part o the mitigation process. The county
as review the planting in the ponds an are passing the review o the pond design to you as part o the
mitigation process. Let me ow i there are any questions with the package after you have looked over
it. will be glad to send any additional information to complete t e review.
Copy to:
N6-k ( 2 (?ckau)
Signed:
By:
GNA DESIGN ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, NC 28202
To: NCDENR - Wetland Division
2321 Crabtree Blvd, Suite 250
Parkview Building
Raleigh, NC 27604
(q 1"1) 133 -&g?3
LETTER OF TRANSMITTAL
Date: 11/22/02 Job No. 51665
Attention: Todd St. John
Re: Westmoreland Subdivision
Wetland Detention pond review
1't review of the design for mitigation approval
WE ARE SENDING YOU: ? Attached ? Under separate cover via the following items:
? Shop drawings Prints ? Plans Samples ? Specifications
? Copy of Letter ? Change Order
COPIES D N. DESCRIPTION
4 Plan
3 Calculations for Wetland Detention

JA.

THESE ARE TRANSMITTED as check below:
For Approval ? Approved as submitted ? Resubmit copies for approval
For your use ? Approved as noted ? Submit _ copies for distribution
? As requested E] Returned for corrections El Return _ corrected prints
K For review and comment ?
? FORBIDS DUE
Remarks: Our single family site is located in the Critical watershed of Cornelius, NC to Lake Norman.
We are providing Detention on this site as a means to reduce the wetlands shown on site. The state and
Corp has approved the delination of the wetlands and are proceeding with the approval of the site. We
would like you to review the stormwater wetland ponds as part o the mitigation process. The county
as review the planting in the ponds an are passing the review o the pond design to you as part o the
mitigation process. Let me ow i there are any questions with the package after you have looked over
it. will be glad to send any additional information to complete the review.
Copy to:
Signed:
By: ve
( 16-? -f 2 pn-4?F)
i
Michael F. Easley, Governor
?0F ANA jF9 William G. Ross Jr., Secretary
pG North Carolina Department of Environment and Natural Resources
?O Alan W. Klimek, P.E. Director
Division of Water Quality
> --I
o
November 27, 2002
DWQ# 02-1617
Mecklenburg County
Page 1 of 2
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NO, 28210
APPROVAL of 401 Water Quality Certification with Additional Conditions, Wetland Restoration Program
Dear Mr. Waters:
You have our approval, in accordance with the attached conditions, to place fill in 0.40 acre of wetlands and 548 linear
feet of perennial streams and 150 linear feet of intermittent streams in order to construct the Westmoreland Residential
Community in Mecklenburg County, as described in your application received by the Division of Water Quality on October 8,
2002. After reviewing your application, we have determined that this fill is covered by General Water Quality Certification
Numbers 3374, 3375 and 3362, which can be viewed on our web site at http://h2o.enr.state.nc.us/ncwetiands. This
Certification allows you to use Nationwide Permit Numbers 14 14 and 39 when issued by the U.S. Army Corps of
Engineers. In addition, you should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also
this approval will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the. Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification as well as the additional conditions listed below:
1 We understand that you have chosen to contribute to the.Wetland Restoration Program in order to compensate for the
impacts to streams. In accordance with 15A NCAC 2R.0402 and 15A NCAC 2B.0242(7), this contribution will satisfy.
.our compensatory mitigation requirements under 15A NCAC 2H .0506(h) and 15A NCAC 2B.0233(10). Until the
Wetland Restoration Program receives and clears your check (made payable to: DENR - Wetlands Restoration
Program), stream impacts (including fill) shall not occur. Mr. Ron Ferrell should be contacted at [phone] if you
have any questions concerning the Wetland Restoration Program. You have one month from the date of this.
Certification to make this payment. For accounting purposes, this Certification authorizes the fill of 548 linear feet of
perennial streams and 150 linear feet of intermittent streams in the Catawba River and sub-basin, Cataloging Unit
03050101, and 548 linear feet of stream mitigation are required. Please be aware that the Wetland Restoration
Program (W RP) rules require rounding of stream impacts to the nearest linear foot and wetland impacts to the nearest
quarter acre (15A NCAC 211 .0503(b)).."
2. Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return the attached certificate of completion to the 401 /Wetlands
Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NO, 27699-1650;
3. Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands, waters and protective
buffers in order to assure compliance for future wetland, water and buffer impact. These mechanisms shall be put in
place prior to impacting any wetlands, waters and/or buffers approved for impact under this Certification Approval and
Authorization Certificate. A sample deed notification can be downloaded from the 401Metlands Unit web site at
http://h2o.enr.state.nc.us/ncwetlands;
NUI)Lrc
'ater Quality 1617 Mail Service Cen*, Raleigh, NC 27699-1617 [phone] Customer.Service
- ? 1 800 623-7748
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H.0500, Mr. Tom Waters of Provident Development Group has permission as
outlined below to place fill in 0.40 acre of wetlands, 548 linear feet of perennial streams and 150 linear feet of intermittent .;
streams in order to construct the Westmoreland Residential Community in Mecklenburg County, North Carolina. All
activities associated with these authorized impacts must be conducted with the conditions listed in the attached
certification. THIS CERTIFICATION IS NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT
WETLAND RESTORATION PROGRAM
LOCATION: Westmoreland Residential Community
COUNTY: Mecklenburg
BASIN/SUBBASIN Catawba (03-05-01-01)
Impacts:
Fill in 0.40 acre of wetlands
Fill in 548 linear feet of perennial streams and 150 linear feet of intermittent streams
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate for
the above impacts through the restoration, creation, enhancement or preservation of streams as outlined below prior to
conducting any activities that impact or degrade the waters of the state.
Mitigation:
548 linear feet of streams by W RP (W RP correspondence dated October 16, 2002, indicates that W RP will accept up to
600 linear feet of stream mitigation, if needed)
Note: Linear foot requirements proposed to be mitigated through the Wetland Restoration Program must be rounded
to the nearest foot and acreage requirements must be rounded to one-quarter acre increments according to 15 2r
.0503(b).
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment
of a fee to the Wetlands Restoration Fund per NCAC 211 .0503. If you choose this option, please sign this form and mail it
to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate amount of payment will be
sent to you upon receipt of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU
RECEIVE NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE WETLANDS RESTORATION
PROGRAM.
Signature
Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
[phone]

North Carolina
Department of Environment and Natural Resources
Michael F. Easley, Governor
William G. Ross Jr., Secretary
Mr. Leonard Rindner, PWS
3714 Spokeshave Lane
Matthews, NC 28105
October 16, 2002
Subject: Project: Westmoreland - Cornelius
County: Mecklenburg
NCDENR,
OCT 1 7 2002.
The purpose of this letter is to notify you that the North Carolina Wetlands Restoration Program
(NCWRP) is willing to accept payment for stream impacts associated with the subject project. Please
note that the decision by the NCWRP to accept the mitigation requirements of this project does not
assure that this payment will be approved by the U.S. Army Corps of Engineers and the N.C. Division
of Water Quality Wetlands/401 Unit. It is the responsibility of the applicant to contact these agencies to
determine if payment to the NCWRP for impacts associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of
the issued 404 Permit/401 Certification within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated October 4, 2002, the stream restoration that
is necessary to satisfy the compensatory mitigation requirements for this project is summarized in the
following table. The maximum amount of mitigation that the NCWRP will accept for this project is
also indicated in this table.
Stream
(linear feet) Wetland
(acres) Riparian Buffer
(ft2)
Impacts 300
Mitigation Maximum 600
The stream mitigation will be provided as specified in the 401 Water Quality Certification
and/or Section 404 Permit for impacts associated with the subject project in Cataloging Unit 03050101
of the Catawba River Basin. The mitigation will be performed in accordance with the Memorandum of
Understanding between the N.C. Department of Environment and Natural Resources and the U.S. Army
Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Ron Ferrell at (919)
733-5208.
Sincerely,
Ronald E. errell,
Program Manager
cc: Cyndi Karoly, Wetlands/401 Unit
Steve Chapin, USACOE-Asheville
Mike Parker, DENR Regional Office-Mooresville
file
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
[phone] Fax: [phone]
'J/
MEMORANDUM
TO: John Dorney Regional Contact: Samar Bou-ghazale
Non-Discharge Branch WQ Supervisor: Rex Gleason
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Westmoreland Residential Community County Mecklenburg
Project Number 02 1617 County2
Recvd From APP Region Mooresville
Received Date 10/8/02 Recvd By Region
Project Type Residential Communtiy
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. Tm7l-Ilffl
F14 Stream @N ? 11-115-(1) ?C ?? 30>833. ? 698.00 ?F--
39 OTH O Y O N F_ F_ F_F_ 30,833; 0.40 F_
F 12 F__ P777@ N Fr?? 30,833. F- F_I F__
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y # N Did you request more info? 0 Y * N
Have Project Changes/Conditions Been Discussed With Applicant? OQ Y O N
Is Mitigation required? Q Y 0 N Recommendation: 0 issue 0 Issue/fond 0 Deny
cc: Regional Office
Central Office Page Number 1
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Triage Check List
n
Date: Protect Name. Meg
DWQ#: C "
County: mg'4-64
?cdr G
To: ? ARO Mike Parker ? WaRO Deborah Sawyer
? FRO Ken Averitte ? WiRO Joanne Steenhuis
0 MRO Mike Parker ? WSRO Jennifer Frye
? RRO Steve Mitchell
r? _7''J/
From: <12 j Telephone : (919) ,?"C
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
'0?MinimiMtion/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:
Westmoreland
Residential Commun--i"
Cornelius, Mecklenburg County,
North Carolina
Joint Application Form and Supporting Documentation fo?'1?
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared for:
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NC 28210
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
1-[phone]

Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
© 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 14k 3,7 i -z,-
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: 0
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
IL Applicant Information
1. Owner/Applicant Information
Mailing Address:
Telephone Number. ? ;' ,f7 -QJ L, Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: r _ o r ye,)-
Company Affiliation:
Mailing Address: S 2 r
Telephone Number: fF Fax Number. i'
E-mail Address:
DnnnGnfl7
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than I I by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: i
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: - Nearest Town:
Subdivision name (include p ase/lot number):
Directions to site (include robed numpers, landmarks, etc.):
5. Site coordinates, if available (UTM or Lat/Long): ?6 . q ct 1 6/` t j go, 993-7
(Note - If project is linear, such as a road or utility line, attach a sheet 6 at separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 61q A-7 7. Nearest body of water (stream/river/soundArW-eAC
/ocean/lake): & HC, _00L,-.Jd I Cr;t&k-.
River Basin: ( AR 'TGC.feeJye -
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mos/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the
the time of this applicatioT?( -vin,
K f d`? .012A4 ?f kA.% Ili( et Jr .° __0 C C ! trr"?
Donn(. of 11
10. Describe

11.E )lain thepurpose of the proposed
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
- , , ,
V.
Ap qa-(e'

Are any future permit requests anticipated for this project? If so, describe the anticipated work,
anti provi0e justiica?kon for thg exclusion of thi§ worklfrom the zurrent application.
VL Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project.. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
D- '7 if 11
1. Provide a written description.of the proposed
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

/y4Cs"f +?? ? ?i

List each unpact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
100-Year floodplams are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplam maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at httoWwww.femagov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:-f`4 . ;3-5 Avvz4
area of wetland impact proposed: t ; ji ? Acy?
Individually list all intermittent and perennial stream impacts below:
S.? "0
\n
?U
Stream Impact
Site Number
(indicate on map)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
lease specify)
"?- ??€sP i
:± Or
4
aN
lg4

.
cf-ee4c)

-3 &F MCDOMAJ 61

* List each impact separately and identify temporary impacts. Irnpacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net losstgain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is.
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
* * Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.aov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mMuest.com, etc.).
Cumulative impacts (linear di tance in feet) to all streams on site: , ` t 1n4-
6A4A S e, it T04a 4? VC- o. ? ??
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
Name Wate)
( applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, oc
ean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during coVstruct on to reduce impacts. 0 1 /?
Ou .4C l
VIII. Mitigation 1°1't d U.12 ll (I '1i? ?r'?an r'1 ??°?E>.n-•
Ot.r'L- B?LS' C/? ?-
DWQ - In accord ?tlce with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
D.,..O a -P 11
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published. in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation - mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a s parate sheet i more pace is needed.
PK 1<
2. Mitigation may also be made by payment into the Nor#h Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): W
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Dn rra V) of 11
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No X
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify,
)?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required, amount of mitigation by applying the buffer
multipliers.
*
Zone Impact
(square feet
Multiplier Required
Mitigation
1 3
2 1.5
Total
Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
D.- 11 of 11
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or. 0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the nronerty. t- -
XH. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater Senerated from toe prpposed?prgject, gr available capacity of the subject facility.
XM. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 211.0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
X1V. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other 4sugs outside of the applicant's control).

Applicant/Agent's Signature ate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
D- Il _f 11
Westmoreland
Residential Community
Cornelius, Mecklenburg County,
North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared for:
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NC 28210
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
1-[phone]
LEONARD S. RINDNER. PW S
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
October 4, 2002
Mr. Tim Smith - US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R Dorney
Division of Water Quality - NCDENR
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Mr. Mike Parker
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Westmoreland Residential Community - Approximately 100 acres, Cornelius, Mecklenbure
County, North Carolina - Nationwide Permit #39, #14, #12
Dear Sirs:
On behalf of my client, Mr. Tom Waters of Provident Development Group, I am requesting authorization
impact + 0.40 acres of jurisdictional wetlands; ± 298 linear feet of important stream; and + 400 linear feet
of unimportant intermittent stream implement a road crossings and general site development on the
proposed project site. Over 93% of the important perennial streams and over 90% of the wetlands on the
project site are preserved. As part of the overalldevelopment plans the required 50' SWIM buffers have
been widened to 100'. A stormwater treatment plan has been developed that utilizes extended detention
wetlands. These will be developed adjacent to jurisdictional wetlands in non-wetland areas. As depicted
on the attached map, perennial riffle-pool complex streams and the adjacent riparian vegetation are
protected within buffers and common open space. The rezoning of this property was a comprehensive and
complex process. The positive environmental planning was a major factor in the approval. The following
sections present the results of the environmental planning and a description of the impacts with proposed
minimization and mitigation measures.
SUMMARY OF WATERS OF THE U.S.
Methodoloev
Preliminary identification and delineation of the Jurisdictional Waters on the site were determined
according to the Corps of Engineers Wetland Delineation Manual, Technical Report Y-87-1, 1987, with
Appendices. Preliminary data gathering included review and interpretation of topographic maps; USDA
Soil Conservation Survey; aerial photographs, and preliminary site visits to selected areas. Then the
Routine On-Site Determination Method was utilized to determine the upper boundary of the wetlands. In
order to make a positive wetland determination indicators of hydrophytic vegetation, hydric soil, and
wetland hydrology must be identified as described in the manual.
Mr. Tim Smith - USACE, Mr. John R Dorney, Mr. Mike Parker - NCDWQ
Page 3, October 4, 2002
Background
The site is within the headwaters of perennial and intermittent tributaries of an unnamed tributary of
McDowell Creek in the Catawba Basin (Water Classification - WS-IV. The majority of the site is a
moderately sloping to steeply sloping ridge. The current land-use is undeveloped woodland and former
agricultural land.
Description
Wetland Hydrology and Hydric Soils
These riparian areas can be classified as Palustrine Forested Broad Leaved and Scrub Shrub (PFOIA,
PF01C, PSS1A). According to the North Carolina Resource Conservation Service, Technical Guide-
Section II-A-2, June 1991, Monacan (Mo) and Helena B (HeB) soils are listed as Map Units with
inclusions of Hydric Soils in Mecklenburg County. The streams on the site are intermittent and perennial.
The USACE and the NCDWQ have confirmed the lower portions of the intermittent stream as having as
having important aquatic value. Characteristics include persistent pools, small riffle and pool complexes
(a "special aquatic site") in the perennial streams, fish in the lower portions, amphibians and macro-
invertebrates; evidence of wildlife utilizing the stream; and rocky, gravelly, and sandy channel substrate.
Vegetation in riparian and along tributaries is dominated by Facultative Vegetation.
Jurisdictional Waters of the U.S. and North Carolina
1) Important Intermittent and Perennial Streams
(± 4,200 If) + 0.80 acres
2) Unimportant Intermittent Channels (± 650 lf) + 0.05 acres
3) Wetlands + 4.33 acres
Total + 5.18 acres
Proposed Impacts to Jurisdictional Waters of the U.S. and North Carolina
1) Important Intermittent and Perennial Streams
(+ 298 if) + 0.07 acres
2) Unimportant Intermittent Channels (+ 6301f) + 0.02 acres
3) Wetlands + 0.40 acres
Total
± 0.49 acres
Nationwide Permit #12 will be utilized to connect to existing sewer trunk line per requirements.
PROPOSED MINIMIZATION AND MITIGATION
The following Best Management Practices will be employed and strictly enforced to minimize impacts to
Jurisdictional Waters. These will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect trees
Mr. Tim Smith - USACE, Mr. John R. Dorney, Mr. Mike Parker - NCDWQ
Page 4, October 4, 2002
C) Methods to prevent short-term impacts will be inspected regularly and maintained during
construction of the project.
d) Project construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
Best Management Practices will include utilizing siltation trapping ponds and other erosion
control structures where appropriate. Impacts from hazardous materials and other toxins to fish
and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters.
e) As required by the 401 Water Quality Certification conditions, measures will be taken to prevent
"live" or fresh concrete from coming into contact with waters until the concrete has hardened
The developers are committed to creating an environmentally responsible project. Except for temporary
construction and development impacts, we believe that the proposed project with the proposed mitigation
will not cause significant cumulative impacts to the ecological functions or values of Jurisdictional Waters
of the United States.
MITIGATION PLAN
The proposed mitigation plan includes extensive protective buffers for the remaining important perennial
and intermittent streams. To meet stream restoration mitigation requirements the developer is proposing
to contribute $37,500 to the North Carolina Wetland Restoration Program (300 if X $125/M.
STORMWA TER MANAGEMENT PLAN
A Stormwater Management Plan will be designed and implemented for the project to meet the 401 Water
Quality Certification requirements. Properly designed storm drainage wetlands/filtration areas have been
proven to be a viable solution to reduce pollution.
Stormwater Manaeement Plan Concepts
Stormwater management becomes necessary when increasing the impervious area within an existing
natural area. The impact of the increased runoff and reduction of natural filtration will be analyzed with
respect to the capacity and stability of natural channels and the presence of environmentally sensitive
areas. A Stormwater Management Plan will be designed and implemented for the project to meet the 401
Water Quality Certification requirements. Stormwater runoff from paved surfaces has the potential to
degrade water quality in all types of waters. Extended stormwater detention facilities shall be the primary
treatment system. Properly designed storm water treatment facilities have been proven to be a viable
solution to reduce pollution. They are efficient in removing suspended solids and other pollutants,
reducing peak runoff rates, and controlling downstream erosion. The Stormwater Management Plan will
include facilities that will attenuate the first inch of rainfall over a 24-hour period from most of the
developed portions of the site. Water will be released over a 2 to 5 day period. Discharge velocity of the
discharge will be less than 5 cfs. The wet ponds and extended storm water wetlands will designed per the
guidelines in NCDENR Stormwater Best Management Practices, April 1999.
Mr. Tim Simth - USAGE, Mr. John R. Domey, Mr. Mike Parker - NCDWQ
Page 5, October 4, 2002
Summary
- Within the area required to serve as an Extended Detention Wetland the permanent pool of water will be
sized as closely as possible using the Table 1. l in the Stormwater Best Management Practices, NCDENR,
April, 1999.
- Requirement of the detention of the runoff from the 1" storm for a period of 2 to 5 days.
- Area will include a forebay
- 70% of the area required will be designed as a marsh with a depth of 0 - 18", with an equal distribution
of area between 0" to 9" and 9" to 18". A small pool area (15% of the required surface area) will be
located near the outlet.
- It is expected that herbaceous and scrub/shrub wetland species will rapidly volunteer in the area. Many
of the recommended species currently exist in the area to be utilized for this function. Supplemental
plantings will be selected from Table H.2 in the Stormwater Best Management Practices, NCDENR,
April, 1999 based on actual field conditions.
PROTECTION FROM FUTURE DEVELOPMENT
The preserved stream and storrawater facility will be protected from future development impacts by the
applicant or by a group designated by the applicant for this purpose. Development of these areas will be
deed restricted in accordance with restrictive covenants, or similar mechanisms, which will be developed
for approval by the USACE and/or NCDWQ
THREATENED AND ENDANGERED SPECIES
Federally listed plant and animal species with endangered or threatened status are protected under the
Endangered Species Act of 1973. The US Fish and Wildlife Service has identified Schweinitz's sunflower
and the Carolina heelsplitter. Schweinitz's sunflower thrives in full sun characteristic of succession fields,
margins, and forested openings: ,Based on a site reconnaissance, habitat conducive to support the
Schweinitz's sunflower is not present in the project area. The Carolina heelsplitter is a freshwater mussel,
which prefers shaded areas either, in a ponded portion of a small stream or in runs along steep banks with
moderate current. Primary habitat is waters less than three feet deep with a soft mud, muddy sand, or
shady gravelly substrate. It is normally restricted to protected silted areas or under banks especially
associated with obstructions such as stumps or fallen trees. Its current distribution according to the U.S.
Fish and Wildlife Service is limited to portions of two streams -- Goose Creek and Waxhaw Creek -- and a
small river originating from rural areas in Union County. Therefore it is not expected to occur on this
site.
CULTURAL RESOURCES
The project site is disturbed from previous agricultural activities. No structures were found on the site.
The State Historic Preservation Office may review of the USGS maps at the Office of State Archaeology
and the Survey and Planning Office of the North Carolina Department of Cultural Resources to determine
if sites are indicated on the National Historic Register within the study area.
Mr. Tim Smith - USACE, Mr. John R Dorney, Mr. Mike Parker - NCDWQ
Page 6, October 4, 2002
AQUATIC HABITAT
The aquatic systems in the project area consist of important wetlands and streams in the Catawba Basin.
A variety of wildlife is supported by these systems including mammals, birds, reptiles, amphibians, fish,
insects, mollusks, and crustaceans. Therefore strict adherence to an approved erosion and sedimentation
control plan will be maintained during the construction period in order to control degradation of water
quality downstream and protect the areas to be preserved. Short term construction impacts, primarily
stream sedimentation will affect aquatic habitat, however this will be minimized to the extent practicable
to promote rapid recovery. Best Management Practices will include utilizing siltation trapping ponds and
other erosion control structures where appropriate. Impacts from hazardous materials and other toxins to
fish and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters. Also, as required by the 401 Water Quality Certification conditions, measures will be
taken to prevent "live" or fresh concrete from coming into contact with waters until the concrete has
hardened. Aquatic resources are expected to be enhanced through the restoration of wetland areas that
flood and pond for longer durations.
CONCLUSION
Based on the value of the jurisdictional waters and wetlands on this site, the developer through sensitive
site planning has chosen to balance the site's economic viability with its environmental value and
permitability. The goal of the Site Plan and Mitigation Plan is to help balance the environmental
consequences of this development by protecting waters downstream of the project and to preserve
important habitats on the site.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration. -0
finer, PWS
Planning Consultant
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CORNELIUS/Catawba Ave site
LEONARD S. RINDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
March 4, 2002
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NC 28210
Re: Wetland Delineation Survey : 100 Acres Westmoreland Tract
Dear Tom:
A wetland and stream determination and delineation was conducted at the proposed project site. An area
is determined to be a wetland when it exhibits Hydric Soil, Hydrophytic Vegetation, and Wetland
Hydrology characteristics. These characteristics are required to be in accordance with the definitions in
the U.S. Army Corps Wetland Delineation Manual, 1987. Areas, which exhibit these three characteristics,
are identified as a wetland and permits may be required for development activities within these areas.
Surface waters such as perennial and intermittent creeks are also subject to Section 404 of the Clean
Water Act.
Wetland Survey
The delineation should now be surveyed. These areas are approximately indicated on the attached map,
however this map should not be used as an accurate representation of wetland and stream extents. A
survey would determine the actual extents more accurately and clarify the regulatory issues and potential
mitigation conditions, if necessary. The attached map is for illustrative purposes only. A survey is required
for the USACE to make a final jurisdictional determination on the property.
The flags used to define the wetlands are yellow and blue tied together numbered sequentially as roughly
depicted on the attached map. A slash (n next to the number indicates a connection. All notes on the flags
should be recorded. The point numbers must appear on the survey in a clear and legible manner. Once the
preliminary survey is conducted it will need to be reviewed by me to make sure that the connections are as
intended. Additional site visits and coordination with the surveyor may be required if areas need to be
extended to meet the property lines or for clarification. The centerline of all streams must be surveyed
with approximate width identified. The map will need to be produced based on the following
requirements.
Metes and bounds tied to a property corner or other known point or listing of the northings and
eastings (NC Coordinate Grid).
2. Location of each point identified to be included on the map.
Property lines of the entire property or parcel. Mapped floodplains and contours should be
included on the map, if possible.
Mr. Tom Waters
Wetland Survey, Page 2
4. Wetland boundaries should be closed into distinct polygons. Acreage should be indicated for each
polygon. It is helpful to have the polygons identified (i.e. Area "A", etc.). Surface waters such as
perennial and intermittent channels should also be identified calculated in acreage and linear
feet. The areas should then be listed in a table and totaled.
The map should have a vicinity map, north arrow, scale, project name property owner and/or
developer including name, address, telephone number, size of tract.
6. The surveyor must seal the survey.
7. The following note needs to be shown on the map for the USACE to sign:
Wetland Certirication
This certifies that this copy of this plat accurately depicts the boundary of jurisdiction of Section 404 of
the Clean Water Act as determined by the undersigned on this date. Unless there is a change in the law of
our published regulations this determination of Section 404 jurisdiction may be relied upon for a period
not to exceed five (5) years from this date. This determination was made utilizing the 1987 Corps of
Engineers Wetland Delineation Manual.
I Name:
Title:
Date:
(signed by U.S. Army Corps of Engineers)
At least four sealed copies should forwarded to me for submittal to the USACE for their certification.
Please let me know if you have any questions or require further explanation.
Thanks.
S' ely
?. eonard S. Rindner, PWS
Environmental Planning Consultant
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
February 20, 2002 (Updated 3/18/02 based on new regulations)
Mr. Tom Waters
Provident Development Group
6707 Fairview Road, Suite B
Charlotte, NC 28210
Re: Preliminary Wetland/Stream Determination - 99 Acre Site on NC Hwy 73
(Westmoreland), Cornelius, NC
Dear Tom:
The proposed project site was visited at your request, to identify the presence of wetlands and
surface waters that would require permitting from the United States Army Corps of Engineers and
the North Carolina Department of Environment and Natural Resources if they were impacted by
development. An area is determined to be a wetland when it exhibits Hydric Soil, Hydrophythic
Vegetation, and Wetland Hydrology characteristics. These characteristics are required to be in
accordance with the definitions in the U.S. Army Corps Wetland Delineation Manual, 1987.
Areas that exhibit these three characteristics are identified as a wetland and permits may be
required for development activities within these areas. Surface waters such as perennial and
intermittent creeks, and certain ponds are also subject to Section 404 of the Clean Water Act.
Jurisdictional wetlands, perennial streams, and intermittent streams were determined to be present
on the site. The overwhelming majority of the wetlands and streams appear to be within the 100'
stream buffers.
Stream and Wetland Hydrology, Hydric Soil, Hydrophytic Vegetation
The site is within drainage areas of McDowell Creek (Water Classification - WS-1V) in the
Catawba River Basin. The current land-use is primarily agricultural and woodland in various
stages of succession. The wetland areas can be classified as Palustrine Broad Leaved, Scrub
Shrub, and Emergent Temporarily Flooded (PFOlA, PSS1A, PEM1C). The U.S. Army Corps of
Engineers (USACE) will likely confirm that the perennial streams have important aquatic value.
Characteristics include evidence of persistent pools; amphibians and macro-invertebrates;
evidence of wildlife utilizing the stream; and rocky, gravelly, and sandy channel substrate. The
hydric soil indicators included gleyed and low chroma conditions, and concretions. The site
includes Monacan soils. These soils are map units, which may have inclusions of hydric soils
according to the Natural Resource Conservation Service, Technical Guide- Section II A-2, June
1991.
Permitting Issues
A permit is not required for work on the property restricted entirely to existing high ground. If the
impacts require an application to the North Carolina Division of Water Quality (NCDWQ),
stormwater treatment will be required as a condition of the permit for all commercial,
institutional, industrial, and multi-family developments. High-density single family developments
may also be required to provide stormwater treatment facilities - notably those over 30%
impervious. If the entire project is over 30% you must address the entire project. If the entire
project is less than 3.0% but there are significant areas of greater than 30% impervious then the
NCDWQ may require that you address those areas. The sedimentation and erosion control plan
should include strong protection of the wetland areas on this site to avoid violations of the general
conditions of the permits.
(Important Note - Special stormwater treatment facilities are required by the NCDWQ in WS-
IV watersheds if a wetlands permit is required, such as extended detention wetlands and/or
extended dry detention basins and filter strips, in lieu of wet detention ponds).
Summary Commonly Used Nationwide Permits and Conditions
Nationwide Permit #39 (residential and commercial development) and Nationwide Permit #14
(road crossings)
The maximum acreage limits of most of the new and modified NWP's (and their
combination) is 1/2 acre. Most of the new and modified NWP's require notification to the
United States Army Corps of Engineers (USACE) for activities that result in the loss of
greater than 1/10 acre of waters of the United States. An application is required for any
stream or surface water impact using Nationwide Permit #39. The maximum impact to
important streams will be 300 linear feet of important streams. Nationwide Permit #14
may be available for road crossings, applicable. An application is required to the
NCDWQ for any stream crossings utilizing Nationwide Permit #14, or for any
combinations of typically used permits. Use of bottomless culverts may not circumvent
the regulatory process.
If impacts to streams exceed 1501f of important and/or unimportant streams, or 1/10 acre
of wetlands, an application is required to the NCDWQ using Nationwide Permit #39. An
application is required for any use of Nationwide Permit #14 to the NCDWQ.
Minimization measures such as plan modifications may be required for impacts over the
minimum thresholds to reduce the impacts. With an application to the NCDWQ, storm
water treatment facilities will be required by the NCDWQ as a condition of the permit for
all projects, including residential projects, notably those over 30% impervious. Storm
water detention may also be required.
Mitigation is generally required with impacts to important streams and wetlands above
the threshold. Stream mitigation can include relocation and/or restoring and approved
degraded stream. This generally included meanders, substrate, banks, buffers, and
combinations. Plans must be submitted for approval. If a permit is authorized - there is
potential of participating m the state Wetland Restoration Program (WRP) for wetland
and stream restoration to meet NCDWQ requirements and the USACE requirements.
The fee is $24,000/acre times the ratio for wetlands and $125/lf for streams. If the WRP
is not available, if will be necessary to develop your own stream mitigation. Stream
buffers are typically required to protect the remaining streams on the property as part of
the mitigation requirement. Permits must meet standard and general conditions, i.e.
endangered species, historic properties, and other particular conditions. Comments area
possible with and application from USFWS, SHPO (State Historic Preservation Office),
North Carolina Wildlife Resource Commission, and other agencies.
Impacts made in a first phase may impact permitting on future phases if or when the
thresholds are exceeded. Therefore, and overall master plan including an evaluation of
potential future permitting requirements should be conducted. The USACE and the
NCDWQ will evaluate a project cumulatively. Typically, based on the Subdivision Rule
in the regulations, the USACE will evaluate the subdivision as one project. Each
individual lot would not be a separate project.
If applicable, the new NWP general conditions limit activities in designated critical
resource waters and-fills in waters of the United States within 100 year floodplains. All
above-grade fills under most NWP's are prohibited within the FEMA mapped 100-year
floodplain below the headwaters of any stream. Within the headwaters, above-grade fill
is prohibited within the FEMA mapped regulatory floodway, and any above grade fill in
the flood fringe must meet FEMA standards.
On a case by case base the USACE may authorize Waters of the U.S. (i.e. streams) to be
used for storm water treatment facilities.
Individual Permits
Individual Permits are required for all activities in Waters of the U.S. that do not qualify for a
Nationwide Permit and are reviewed on a case by case basis by the USACE and other agencies,
including NCDWQ, USFWS, NCWRC, and SHPO. As with NWP's a 401 Water Quality
Certification from NCDWQ is a requirement. There is also a Public Notice. By a Memorandum
of Agreement, the EPA and the USACE requires a strict mitigation sequence (no practicable
alternative [avoidance), minimization, and compensatory mitigation be followed for all Individual
Permits. It is generally understood that obtaining an Individual Permit may be difficult.
Establishing that there are no practicable alternatives is the most important part and most difficult
in the evaluation process. The USACE may ask for additional information regarding their
comments. It is generally understood that Individual Permits have no processing periods.
Individual Permit applications that are not withdrawn are eventually approved, however over
90% of the applications are modified (some substantially) in the process or include additional
avoidance, minimization, and mitigation conditions.
Recommendations
A variety of planning and permitting options should also be studied to utilize the current
Nationwide Permits effectively. Avoidance and minimization of impacts to streams can reduce
the regulatory process significantly. This can be achieved by incorporating the streams and
wetlands into the common open space and limiting stream impacts to stream crossings. It is
strongly recommended that the Individual Permit process be avoided if possible, due to the
complexity. However, individual permits have been issued for projects in which an acceptable
analysis of alternatives and a significant mitigation plan has been proposed. However, it will be
important to anticipate the potential for extensive analysis, the time frame, potential response to
the public notice, and a less predictable outcome of the process.
Please let me know if you have any questions or require farther explanation.
5Whfff 8w`Rindner, PWS
Environmental Planning Consultant
APPROXIMATE MAP-WATERS OF THE U,S,
-, 00
%
INTERMITTENT CHANNEL
-
ACTION ID
EVALUATION FORM
APPLICANT NAME ( bllel 0?y 19,-v?r
DATE
PROPOSED CHANNEL WORK (i_e., culvert, relocation, etc.) `
WATERBODY/RIVER BASIN of nx y-A Vtr"-l& 4*OUNTY/CITY H&Jc ""44 6t'Y?''e ??US
4Z-
RECENT WEATHER CONDITIONS Y / `7 C? C cs Y?GC t 7 / L'Y?f TNCt,. (A cl/VI/? r
e
P SP NP Observation Comments or Description
Fish/Shellfish/Crustaceans Present
enthic Macro Invertebrates
Amphibians Present/Breeding
Algae And/Or Fungus (water quality function)
Wildlife Channel Use (i.e. tracks, feces, shells, others)
Federally Protected Species Present (Discontinue)
Riffle/Pool Structure
Stable Streambanks ?' t 4 i h U< F^ 6? CJ
Channel Substrate
(i.e. gravel, cobble, rock, coarse sand) D'
?'2lhyl? (?'?(?1 f ?` SJ? Sp 1
Riparian Canopy Present (SP =/> 50% closure)
Undercut Banks/Instream Habitat Structure t(,tC, ^ w?
Flow In Channel
Wetlands'Adjacent To/Contig. With Channel
iscontinue)
Persistent Pools/Saturated Bottom
June through Sept.)
Seeps/Groundwater Discharge (June through Sept.)
Adjacent Floodplain Present
Wrack Material or Drift Lines U?1 (r?(r ?Gtv
Hydrophytic Vegetation in/adjacent to channel
Important To Domestic Water Supply? Y 16
Does Channel Appear On A Quad Or Soils Map? Y /5 Approx. Drainage Area: A
Determination;
Perennial Channel (stop) []Unimportant Channel: LF PROJECr MGR Initials _
Intermittent Channel (proceed) Unimportant Channel:&cx) LF
Ephemeral Channel (no jd) (attach map indicating 171 of impprtant/unimportant channel)
Ditch Through Upland (no A Ix/
Evaluator's
X7-ret project manager)
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P=Present SP=Stongly Present NP=Not Present 11/4/98
WQC #3374
UTILITY LINE BACKFILL AND BEDDING CERTIFICATION
GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE
FOR CORPS OF ENGINEERS NATIONWIDE PERMIT NUMBER 12 OR
REGIONAL PERMIT 198100049 (UTILITY LINE BACKFILL AND BEDDING)
AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES)
This General Certification is issued in conformity with the requirements of Section 401,
Public Laws 92-500 and 95-217 of the United States and subject to the North Carolina Division of
Water Quality (DWQ) Regulations in 15A NCAC 2H, Section .0500 and 15A NCAC 26.0200 for
the discharge of fill material to waters and wetland areas as described in 33 CFR 330 Appendix A
(B) (12) and General Permit No. 198100049 of the Corps of Engineers regulations (i.e., including
any fill activity for utility line backfill and bedding) and for the Riparian Area Protection Rules
(Buffer Rules) in 15A NCAC 2B .0200. This certification replaces Water Quality Certification
(WQC) Number 2664 issued on January 21, 1992, Water Quality Certification Number 3022
issued on September 6, 1995, Water Quality Certification (WQC) Number 3101 issued on
February 11, 1997 and Water Quality Certification Number 3288 issued on June 1, 2000. This
WQC is rescinded when the Corps of Engineers reauthorize Nationwide 12 or Regional Permit
198100049 or when deemed appropriate by the Director of the Division of Water Quality.
The State of North Carolina certifies that the specified category of activity will not violate
applicable portions of Sections 301, 302, 303, 306 and 307 of the Public Laws 92-500 and 95-217
if conducted in accordance with the conditions hereinafter set forth.
Conditions of Certification:
1. Activities covered by this General Certification do not require written concurrence from the
Division of Water Quality as long as they comply with all conditions of this General
Cart ification and the conditions of Nationwide 12 or Regional Permit 198100049 as
appropriate. If any condition in this Certification cannot be met, application to and written
concurrence from DWQ are required. Also, Condition No. 6 is applicable to all streams in
basins with riparian area protection rules;
2. In accordance with North Carolina General Statute Section 143-215.3D(e), any request
for written concurrence for a 401 Water Quality Certification must include the appropriate
fee. If a project also requires a CAMA Permit, one payment to both agencies shall be
submitted and will be the higher of the two fees;
3. In accordance with 15A NCAC 2H .0506 (h) compensatory mitigation may be required for
stream and/or wetland impacts. Streamside buffer mitigation may be required for any
project with Buffer Rules in effect at the time of application for buffer impacts resulting
from activities classified as "allowable with mitigation" within the "Table of Uses" section of
the Buffer Rules or require a variance under the Buffer Rules. A determination of buffer,
wetland and stream mitigation requirements shall be made by DWQ for any Certification
involving written concurrences including those for relevant Buffer Rules;
4. The edge of the construction corridor shall not be installed parallel to and closer than 10
feet (3 meters) to a stream and 25 feet in waters classified as HQW. Utility lines shall not
cross a stream channel at other than a near-perpendicular direction (i.e., stream channel
crossings shall not be at an angle of less than 75 degrees or more than 105 degrees to
the stream bank);
WQC #3374
5. Any wastewater line that crosses any stream shown on the most recent version of the
1:24,000 USGS topographic map or NRCS (SCS) County Soil Survey as permanent or
intermittent shall be installed with no joints connected within the footprint of a stream
channel or within 2 feet of the stream banks. Otherwise, written concurrence from DWQ
is required;
6. Impacts to any stream length in the Neuse, Tar-Pamlico, Randleman and Catawba River
Basins (or any other river basins with Buffer Rules in effect at the time of application)
requires written concurrence from DWQ in accordance with 15A NCAC 2B.0233,.0259,
.0250 and .0243. Activities listed as "exempt' from these rules do not need to apply for
written concurrence under this Certification. New development activities located in the
protected 50-foot wide riparian areas (whether jurisdictional wetlands or not) within the
Neuse, Tar-Pamlico and Randleman River Basins shall be limited to "uses" identified
within and constructed in accordance with 15A NCAC 2B .0233, .0259, .0250 and .0243.
All new development shall be located, designed, constructed, and maintained to have
minimal disturbance to protect water quality to the maximum extent practicable through
the use of best management practices;
7. Measures shall be taken to prevent live or fresh concrete from coming into contact with
waters of the state until the concrete has hardened;
8. Herbicides can be applied in wetlands or other waters only when applied by a certified
applicator, and in strict accordance with product labeling;
9. Placement of rip rap is restricted to the stream bottom and banks directly impacted by the
placement of the utility line. Rip rap may only be used below the normal high water level.
The stream cross section must be restored to its original grade and elevation. Placement
of rip rap or other materials shall not result in de-stabilization of the stream bed or banks
upstream of downstream of the crossing;
10. That appropriate sediment and erosion control practices which equal or exceed those
outlined in the most recent version of the "North Carolina Sediment and Erosion Control
Planning and Design Manual" or the "North Carolina Surface Mining Manual" whichever is
more appropriate (available from the Division of Land Resources (DLR) in the DENR
Regional or Central Offices) shall be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management
Practices in order to assure compliance with the appropriate turbidity water quality
standard;
11. All sediment and erosion control measures placed in wetlands or waters shall be
removed and the original grade restored within two months after the Division of Land
Resources has released the project;
12. Annual native species suitable for wet locations shall be planted and established within
jurisdictional wetlands for soil and erosion control. Perennials such as fescue are
prohibited;
13. No fertilizer shall be applied within 10 feet (3 meters) of streams. Any fertilizer application
must comply with all other Federal, State and Local regulations;
14. The construction corridor (including access roads and stockpiling of materials) is limited to
40 feet (12.2 meters) in width in wetlands and across stream channels and must be
minimized to the maximum extent practicable;
WQC #3374
15. Permanent, maintained access corridors shall be restricted to the minimum width
practicable and shall not exceed 10 feet (3 meters) in width except at manhole locations.
A 10 feet (3 meters) by 10 feet (3 meters) perpendicular vehicle turnaround must be
spaced at least 500 feet (152.4 meters) apart. Written concurrence is required if the
maintenance corridor is greater than 10 feet (3 meters) wide except that a maintenance
corridor larger than ten feet is acceptable for gas pipelines as long as mitigation is
provided for additional wetland fills to the maintenance corridor beyond those widths
specified in this General Certification;
16. An anti-seep collar shall be placed at the downstream (utility line gradient) wetland
boundary and every 150 feet (45.7 meters) up the gradient until the utility exits the
wetland for buried utility lines. Anti-seep collars may be constructed with class B
concrete, compacted clay, PVC pipe, or metal collars. Wetland crossings that are
directionally drilled, and perpendicular wetland crossings that are open cut and less than
150 feet (45.7 meters) long do not require anti-seep collars. The compacted clay shall
have a specific discharge of 1 X 10- 5 cm/sec or less. A section and plan view diagram is
attached for the anti-seep collars;
The following specifications shall apply to class B concrete:
a) Minimum cement content, sacks per cubic yard with rounded course aggregate 5.0
b) Minimum cement content, sacks per cubic yard with angular course aggregate 5.5
c) Maximum water-cement ratio gallons per sack 6.8
d) Slump range 2" to 4"
e) Minimum strength -_28 day psi 2,500
17. This General Certification does not authorize any permanent changes in pre-construction
elevation contours in waters or wetlands or stream dimension, pattern or profile. The
permittee will have a specific plan for restoring wetland contours. Any excess material
will be removed to a high ground disposal area;
18. If an environmental document is required, this Certification is not valid until a Finding of
No Significant Impact (FONSI) or Record of Decision (ROD) is issued by the State
Clearinghouse;
19. Stormwater management will not be required for this Certification as long as all other
Conditions are met. However, in the twenty coastal counties, the appropriate DWQ
Regional Office must be contacted to determine if Coastal Stormwater Regulations still
apply;
20. Compensatory mitigation (i.e., restoration, creation or preservation) for wetland losses will
not be required for this Certification if written concurrence is not needed;
21. Payment of a dollar per acre figure into the Wetland Restoration Program for these
impacts is acceptable when compensatory mitigation is required as long as the Wetlands
Restoration Program agrees in writing to accept this payment. Other mitigation plans
must receive written DWQ concurrence;
22. This Certification does not relieve the applicant of the responsibility to obtain all other
required Federal, State or local approvals;
23. Additional site-speck conditions may be added to projects for which written concurrence
is required or requested under this Certification in order to ensure compliance with all
applicable water quality and effluent standards;
WQC #3374
24. Concurrence from DWQ that this Certification applies to an individual project shall expire
three years from the date of the cover letter from DWQ or on the same day as the
expiration date of the corresponding Nationwide Permit 12 or Regional Permit 198100049
whichever is sooner;
25. When written concurrence is required, the applicant is required to use the most recent
version of the Certification of Completion form to notify DWQ when all work included in the
401 Certification has been completed.
Non-compliance with or violation of the conditions herein set forth by a specific fill project
may result in revocation of this Certification for the project and may also result in criminal and/or
civil penalties.
The Director of the North Carolina Division of Water Quality may require submission of a
formal application for individual certification for any project in this category of activity that requires
written concurrence under this certification, if it is determined that the project is likely to have a
significant adverse effect upon water quality or degrade the waters so that existing uses of -the
wetland or downstream waters are precluded.
Public hearings may be held for specific applications or group of applications prior to a
certification decision if deemed in the public's best interest by the Director of the North Carolina
Division of Water Quality.
Effective date: 18 March 2002
DIVISION OF WATER QUALITY
By
Gregory J. Thorpe, Ph.D.
Acting Director
WQC # 3374
4
WQC #3374
ANTI ? LA

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5
NATIONWIDE PERMIT 12
DEPARTMENT OF THE ARMY
CORPS OF ENGINEERS
FINAL NOTICE OF ISSUANCE AND MODIFICATION OF NATIONWIDE PERMITS
FEDERAL REGISTER
AUTHORIZED MARCH 18, 2002
Utility Line Activities. Activities required for the construction, maintenance, and repair of
utility lines and associated facilities in waters of the United States as follows:
1. Utility lines: The construction, maintenance, or repair of utility lines, including outfall and
intake structures and the associated excavation, backfill, or bedding for the utility lines, in all
waters of the United States, provided there is no change in preconstruction contours. A "utility
line" is defined as any pipe or pipeline for the transportation of any gaseous, liquid, liquescent,
or slurry substance, for any purpose, and any cable, line, or wire for the transmission for any
purpose of electrical energy, telephone, and telegraph messages, and radio and television
communication (see Note 1, below). Material resulting from trench excavation may be
temporarily sidecast (up to three months) into waters of the United States, provided that the
material is not placed in such a manner that it is dispersed by currents or other forces. The
District Engineer may extend the period of temporary side casting not to exceed a total of 180
days, where appropriate. In wetlands the to 6" to 12" of the trench should nonnall be
backfilled with topsoil from the trench. Furth2Lm a constructed in such a
manner as to am waters of the United States (e.g., backfilling with extensive gravel layers,
creating a french drain effect). For examp e, utility line trenches can be backfilled with clay
blocks to ensure that the trench does not drain the waters of the United States through which the
utility line is installed. Any exposed slopes and stream banks must be stabilized immediately
upon completion of the utility line crossing of each waterbody.
2. Utility line substations: The construction, maintenance, or expansion of a substation
facility associated with a power line or utility line in non tidal waters of the United States,
excluding non-tidal wetlands adjacent to tidal waters, provided the activity does not result in the
loss of greater than \1/2\ acre of nontidal waters of the United States.
3. Foundations for overhead utility line towers, poles, and anchors: The construction or
maintenance of foundations for overhead utility line towers, poles, and anchors in all waters of
the United States, provided the foundations are the minimum size necessary and separate
footings for each tower leg (rather than a larger single pad) are used where feasible.
4. Access roads: The construction of access roads for the construction and maintenance of
utility lines, including overhead power lines and utility line substations, in non-tidal waters of
the United States, excluding non-tidal wetlands adjacent to tidal waters, provided the discharges
do not cause the loss of greater than \1/2\ acre of non-tidal waters of the United States. Access
roads shall be the minimum width necessary (see Note 2, below). Access roads must be
constructed so that the length of the road minimizes the adverse effects on waters of the United
States and as near as possible to preconstruction contours and elevations (e.g., at grade corduroy
roads or geotextile/gravel roads). Access roads constructed above preconstruction contours and
elevations in waters of the United States must be properly bridged or culverted to maintain
surface flows.
The term "utility line" does not include activities which drain a water of the United States,
such as drainage tile or french drains; however, it does apply to pipes conveying drainage from
another area. For the purposes of this nationwide permit, the loss of waters of the United States
includes the filled area plus waters of the United States that are adversely affected by flooding,
excavation, or drainage as a result of the project. Activities authorized by paragraphs (i) through
(iv) may not exceed a total of \1/2\ acre loss of waters of the United States. Waters of the United
States temporarily affected by filling, flooding, excavation, or drainage, where the project area is
restored to preconstruction contours and elevation, is not included in the calculation of
permanent loss of waters of the United States. This includes temporary construction mats (e.g.,
timber, steel, geotextile) used during construction and removed upon completion of the work. .
Where certain functions and values of waters of the United States are permanently adversely
affected, such as the conversion of a forested wetland to a herbaceous wetland in the
permanently maintained utility line right-of-way, mitigation will be required to reduce the
adverse effects of the project to the minimal level.
Mechanized land clearing necessary for the construction, maintenance, or repair of utility lines
and the construction, maintenance, and expansion of utility line substations, foundations for
overhead utility lines, and access roads is authorized, provided the cleared area is kept to the
minimum necessary and preconstruction contours are maintained as near as possible. The area of
waters of the United States that is filled, excavated, or flooded must be limited to the minimum
necessary to construct the utility line, substations, foundations, and access roads. Excess material
must be removed to upland areas immediately upon completion of construction. This NWP may
authorize utility lines in or affecting navigable waters of the United States, even if there is no
associated discharge of dredged or fill material (See 33 CFR Part 322).
Notification: The permittee must notify the District Engineer in accordance with General
Condition 13, if any of the following criteria are met:
a. Mechanized land clearing in a forested wetland for the utility line right-of-way;
b. A Section 10 permit is required;
c. Then utilitline in waters of the United States, excludin overhead lines, exceeds 500
feet:
d. The utilfty line i laced within a 'uris ' (j-e., a water of the United States),
and it runs parallel to a stream bed that is within that jurisdictional area;
2
e. Disch ociated with the construction of utility line
loss of greater than \1/10\ acre of waters o e mte Cates;
that result in the
f. Permanent access roads constructed above grade in waters of the United States for a
distance of more than 500 feet; or
g. Permanent access roads constructed in waters of the United States with impervious
materials. (Sections 10 and 404)
Note 1: Overhead utility lines constructed over Section 10 waters and utility lines that are
routed in or under Section 10 waters without a discharge of dredged or fill material require a
Section 10 permit; except for pipes or pipelines used to transport gaseous, liquid, liquescent, or
slurry substances over navigable waters of the United States, which are considered to be bridges,
not utility lines, and may require a permit from the U.S. Coast Guard pursuant to Section 9 of the
Rivers and Harbors Act of 1899. However, any discharges of dredged or fill material associated
with such pipelines will require a Corps permit under Section 404.
Note 2: Access roads used for both construction and maintenance may be authorized, provided
they meet the terms and conditions of this nationwide permit. Access roads used solely for
construction of the utility line must be removed upon completion of the work and the area
restored to preconstruction contours, elevations, and wetland conditions. Temporary access roads
for construction may be authorized by Nationwide Permit 33.
Note 3: Where the proposed utility line is constructed or installed in navigable waters of the
United States (i.e., Section 10 waters), copies of the Pre-construction Notification and
nationwide permit verification will be sent by the Corps to the National Oceanic and
Atmospheric Administration, National Ocean Service, for charting the utility line to protect
navigation.
YY .? o OCT 2 5 20 Z
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QUA't
W EC
® North Carolina Wildlife Resources Commission
Charles R. Fullwood, Executive Director
MEMORANDUM
TO: John R. Dorney, Division of Water Quality
Dept. of Environment and Natural Resources
FROM: Ron Linville, Regional Coordinator
Habitat Conservation Program
DATE: October 18, 2002
SUBJECT: Review of an application for Westmoreland Residential Community,
DDWQ No: 021617, Mecklenburg County
The applicant is requesting 401 Water Quality Certification from the North
Carolina Division of Water Quality. The NCWRC has reviewed information provided by
the applicant, and field biologists on our staff are familiar with habitat values of the
project area. These comments are provided in accordance with provisions of the Clean
Water Act of 1977 (33 U.S.C. 466 et. seq.) and the Fish and Wildlife Coordination Act
(48 Stat. 401, as amended; 16 U.S.C. 661-667d).
The project is to develop a single family subdivision that will impact 298 linear
feet of important perennial stream and 400 linear feet of unimportant intermittent
channel. Wetland impacts will be roughly 0.4 acres. SWIM.buffers have been widened
to 100' and mitigation is proposed through the NCWRP. An extended detention basin is
proposed for stormwater management. Our data search for the area found that the Santee
Chub (Cyprinella zanema), a state listed significantly rare species has been found in the
general area. The Northern Cup-plant (Silphium perfoliatum), a significantly rare species
has been documented in the area.
Based on our review of the project submittal and the data search, we recommend
that inventories for these species be provided prior to issuing 404/401 permits or
certifications. Although these species are not federally protected, planning activities
should consider these species and habitats if they are present. Bridging over rare aquatic
species habitats is preferred and recommended. If 401 certifications are issued for
instream impacts, culverts 48" or larger should be buried approximately 1' into the
Mailing Address: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] ext. 281 • Fax: [phone]
Westmoreland Residential 401 2 October 18, 2002
streambed. Culverts less than 48 inches in diameter should be buried to a depth equal to
or greater than 20% their size to allow for aquatic life passage. These measurements
must be based on natural thalweg depths. Instream riprap must not interfere with aquatic
life spawning and passage during low flow conditions. If the chub is determined to be
present or dependent on this stream, project proponents should contact Lawrence Dorsey,
Fish Biologist with the North Carolina Wildlife Resources Commission to determine
whether an instream moratorium or other activities should be provided. Mr. Dorsey can
be contacted at 704-986-6109.
This office recommends that vegetation and tree plantings be provided around the
detention facility (excluding the dam) to restore wildlife habitat lost due to the
development. Incorporating these plants into the facility should provide food, water and
shelter for various wildlife species. Specific site planting information and schedule
recommendations may be obtained from this office.
Thank you for the opportunity to review and comment on this project. If you
have any questions regarding these comments, please contact me at 336/769-9453.
Cc: Steve Chapin, USACOE
Lawrence Dorsey, NCWRC
Stephen Hall, NCNHP
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VACANT ZONED NMX (NEIGHBORHOOD MIXED USE) a THE DEVELOPER AGREES TO PROVIDE OPEN 51665
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DB 8587, PG 934 COMRM. THEM AREAS SHALL GENERALLY
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\ c . ELEV= \ ~ h \ 147 \ 1 , ~ I ~ / '104 / ~ 92 \ ~ \ 80 / \ 1~ ~ / ~ L70 ~ ~ > ~ S ~ U a \ ~ r, / rn D
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y ELEV= ~ n \ ~ \ \ / ~ i I ~ / / ~ 1 747.74 79 a ~ / ~ 1 1 I I i / ~ / / \ 150 \ ~ / \ \ \ v I \ ~ / 1 1 1 W 1.55 w J ~ p o / \ 73 / ~j ~ 1 1 ~ f o' ~ \
\ \ / 11 118 1 I I / ~ / / > > ~ / 1 ~ 1 5 L64 L63 ~ ~
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~ 747.74 \ \ / ~ 114 \ n 1 , .J I 5 / / ~ / / 1 ~C / \ / / / \ / ~ ~ • 100+1 ~ `'~S'r•..
\ ~ I / / / 1 ~ _ ~ 116 \ / 12 ~ ~ •100+ ~ ~ ~ _ ~ W - / 1 ~ \ ELEV ~ ~ ;::N;~:•:; _ ~ / ELEV / ~ 731.55
\ 78 \ / \ \ ~ s ( ~ / I / / 735.95 \ ~ 100+1 ~ / / ,
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~ / ~ ~ 115 \ ~ ko. t TI S,O. J i c' `fie ~ n / _ / ~ 735.92 / j <j / / / , 100+1 ~ I
\ \ ~ ~ \ of / / ~ 30\ \ / 0 ~ S3~ / I I ~ I ~ / v v' / 183 / ~ ELEV= ~ / / , / > ~9
/ 1 \ 34 / J / / \ o. , 122 ti / / R32 \ ~ - I / / 735.60 ~ ~ / 182 / O
b / 111 / / / \ r 1 2 !1i / / TO BC ~ 159.5' I I • \ ~ / ' ~ r / / \ - J ~ - ~ /
S ~ I I ~ ~ , R ( I I / F ~ ~ m.\. F i / i / i ! 06.27 ~ / ~ 1 \ ~ 100+1 / 181 6 \ J / /ELEV= ~
I 1 ~ 11 / ~ I I 114 ADDITIONAL SIGHT TRI NGL OPEN SPACE ~ ~ I I ~ ~ ~ E I I h r, I ~ / / I I / 1MTH PARKING ON AL NG 0 a ~ ~ I I ro 2 TYPICAL ~ 14' r, / / 735.65 ~ ~ DRIVEWAY - _ \ ~
I I STRE I I ~ I I I C2.3 ENTRANCE ~ \ \ / ~ / ` 6 , \ I
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~ ~ ~ ~ ~ 55.67 ~ ORDINAN E PG. 7.10 C2.5 55 1 ~ \ ~ - - ~ I ~ ~ 2 4- / T \ / J / ~ 00 ~
~ 1 3 ~ ,45' 45.0' L_ / ~ ~ 0,0, \ J J
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r / / b 126 ~ 1 5.1 ~ ~ 1.96 ~ ~
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\ - - - i\ ; I ~ Q d ~I - - _ _ EIP BENT / J ~ / / Bc ~l I • •v P B E fi / / To 1 178 I , NT ,
~ 10 2 ACCESSIBLE S S 4 O ~ - - . \ 9 4 IE / I 1036 I , 30 o \ ~ C2.5 3 RAMP i s.o' / h/ 192 ~ ~ #
o \ ~ \ C2.6 I ~ / ~ ~ J \ \ TYPICAL I J I CURB & ~
~ / ~ ` I GUTTER 1 D~ ~ - I I ~ ~ RI \ o I ~ , , J D ~ .
18 ~ ~ ~ TYPICAL C2.6 / ~ BU I G~ LLD ROAD AS CLOSE TOP I ` * ~ ~ ~ ~ J I ~ ANCE Sj. 5 . \ / C2.3 ENTR F~fN VP~ ~ / r. * \ ~q~ \ v ~ ~ r AT ALLEY S ,
I \ WITHOUT ROPERTY i I GRADING \ ~ ( ONTO ADJACENT PR I \ ~ ~ STOP AP OPERTY I \ / \ r ~ 0 Og / 500 ~
~ I ~ ~ PROX. 10 OF P i I ~ o r ~ . ~ ~ EXTEN ROPERTY LINE I F _ SION BY 0 OR \ ~ 3 ~ / ~ / > 177 W ~ ) ~ \ ~
d ~ J ~ U THERS i i I hj ~0 1 ~ \ O ' ' I ~J' ~ I ~ ~ Q ~ i 137 / r 4S , * 9 \ ~ / , \ 230 ~ \ o r . ~ ~ ~ \ ~ \
1 S II ~ n ~ \ ~ ,a IN , ~ . l o i ~l \ 842 ,ti/ ~ l \ / \ S ^ \ \ \
A ~ i I ~ I I • G~ \ ~ 1231 \ / / /
\ n \ n S / ~ \ 0 ~ cC i I \ \ i 32 / 232 / \ •0 ~ ~ \ 0 oPN 9ht o / \ ~ ` J / R /I / \ 176 / / \ \ The use f
/ / / h \ TO / / / \ o these drawings / \ / 3 \ \ witho
1; C 138 ,c / ~ ~ / ~ / / ut written ermission ~ / 233 ~ ~ 1 ~ / \ P C / \ / o ~ 2~ 1 / i / / / / 9 \ >,N 1~• 5 ~ / 175 \ from the architect/engin-
r' i \ o' , \ / ~ \ • 1 \ / ~ / \ eer is prohibited. Vialotors
/ ~ \ \ \ R3 C , ~ ~ ~ / \ will be subject to le al l \.J o \ l ~ ~ o, , 9 • / \ \ / ~ '~7 , / ~ ` action, \ h 3 ~ i
TYPICAL / . PARALLEL 1 /
PARKING C2.3 139 \ \ * ~ J 136 / 228 ~ \ \ o /
J SPACE I~ C J ~
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5' 6' CROSS SLOPE CROSS SLOPE ~ / ~ ~ F \ 223 / ~ ~ /o ~ ~ 2 15 - TO BC I i ~ I i ~ / \ ~ \ TYPICAL C2.6 ~ ~ ~ I In Z r~ i \ /p. / 4 R32 ,
PLAT g 4 6 5' ~ / N STRIP IK o - L- ~ U
NE LA 32 PAVEMENT IK SIDEWALK 2.0 PLANT STRIP ~ \ ~ o ~ h' ' LA ~ . ~ / a 2 12 LA ~ VALLEY ~ } NES 2,p ~ ~ o• / ~ 30 1 Z U
VALLEY SIDEWALK 55 ~o ~ ~ CURB/GUTTER ~ 205 ~ 239 - I ~ ~ ~ 2 ~ \ / 34 C 246 I o 0 0 ~ J
CURB GUTTER / \ ` , / 0~ . r . 58 RIGHT OF WAY / ' p
. / 7 / I I .J ~ 1 CURB & h ~ I I I ~ - - ~ ~ I -
/ C~ / / I\ ~ 0 3 / o ~ ~ / I I ~ I _ W m Z L • 2 GUTTER \ r - ~ ~ I"' ~ ~ 206 cz.s 240 ~ I I ? I 1 _ ~ J i- O
NOTES: o~ ~ ~ / ~ ~ \ 221 . \ /o TYPICAL \I , ~ / 241 I I I I r - - _ - - z
1. SEE DETAIL 1 C2.6 FOR ~ ~ ~ ~ ~ CURB AND GUTTER / J i o / ~ \ I I 42 ~ ~ w o / v ~ I 243 I I~, o a~~
~ h• / / 2. SEE DETAIL 6 C2.6 FOR SIDEWALKS 7 o ~ ~ 1 - J I I 244 I ~ o f o n. \ 1 ~ I I 5 L ~ 245 ~ I I
/ C 3. SEE DETAIL 7 C2.6 FOR PAVEM / i 2 ~ ~ i \ 207 C2.5 a '0 ~ ~ - J
ENT CROSS SECTION o r ~ ~ \ \ 220 ~ , \ o ~ ~ _ ,,o, 1 45.0 -1 I > w z _ ~ W
/ ~ / / / ~ ~ I NC\t QGAAr en, _ s.,.. ~e r? _ _ rn t~ W - 1
T. vin- r rvrN wnntU llVN AT END OF PINE LAKES DRIVE TO PROPERTY TO THE SOUTH nc i V go Q J V
3 W Y C 219 I 3 I I
7 ~ 40 C2.5 1 45.0 ° I Z \ /J _ - «a 168
146 / o \ cc8, \ \ I ro I I r 46.0 + I I I W hp/ I I - - 45.0 ua
Rw CROSS SECTION < ~ (LOCAL S o, THE ET \ - - I 53 252 r I - - 50.0 _ I -
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/ \ I 267 W , I I I 268 I I \ I ~
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11 30' -7 / J 211 5 I
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L T/ C2.5 I I I I I _ F ( Pro'ect No.
EI \ / \ 6`p 51.52, 2 2 1 1 100.96 1 79.01 45.0 45.0'
5.0 46.0 RENT 2 L_ _J L _ _ / 2 90, 1
\ (1~5O~
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151 60.0 65-24, 5 _46 60.0 5 . 60.0 60.0' 64.0' y3. ^ Date Drawn 08-06.02
? I r ~r r r r 7 \ 163 I Revisions
II II I \ III III I I I I I I I i I / / / ~2 I I I 1 I I ! NOTES PARKIN P OWN
C15,' I~ I I III III III III III III \ \ I 1 MMENTS -'t . 1 7 02 154 155 / / 153 158 18
GRAPHIC SCALE ° J I I ( I , JI 157 1~ 180 2 \ REMOVE ACES AND 190 2 D NO I I I I I I I \ OD 0) I I I I I I I PARKIN ON WAY TR T-ii 7.
U 80 V 7 \ 0 30 80 120 I I I I 1 .I 1 I \ E VE PARKING TIN OAD I I II II II II II II I 3 ~ s
240 \ \ I i l I \ I , I III I I I I I I I I I I \ I 4 CLIENT RE UEST T
I L------~ I L_ I I I I I \ I ,BEEEET I LJ LL _ J LL___J L___J 5 CITY COUNTY REVIEW.-3.08.03 I 10
:S tL C2.5 5 ' 3 6 10.29.03
0 1 inch = 60 ft.
a EIP a EIP ? Sheet 0 4 W 859.23
2 BUILD ROAD AS CLOSE 0 PROPERTY WITHOUT GRADING ONTO ADJACENT PROPERTY
1 1 STOP APPROX. 10' OF PROPERTY LINE OR
EXTENSION BY OTHERS
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1 C3.10 204 733.05 63,00 15 RCP 1.86 / 195 MH 744.80 740.90 204A 734.22 '•,,RfY D~
\ ~ / / x e \ . ~ \ 1 Q1, , 1 ~ 13 I \ 10 1 C3.9 733.25 204 733.05 21.00 15 RCP 0.95 196 CB 752.40 748.80 205 ~-L .03
I/ ~ e ~v I goo i , ~ x ~v t 1 , e t 1 1 V ~ w.~E. ~ v I I I ~ 18 RCP 0.50 ~ ~ 197 CB 752.40 749.00 204 732.80 203 732.08 144.00
i ~ ~ X5.0 / / / v / I I i 1 ~ e .70 3 731.98 201 730.05 323.00 18 RCP 0.60 0 ~ 198 CB 734.22 730 20
/ / ~ r 5 ~ / ~ \ J li ~ 7 .84 1 729.95 200 729.83 22.50 18 RCP 0.53 ~ - 199 CB 734.22 28 20
- i C ~ / / ~ ~ o ,e 11 ! e \ ! \ / ~ / / ~ / f .45 729.73 199 729.34 76.00 18 RCP 0.51 $ / / 199A CB 734.85 728 200
/ \ 1 v v ~ / 11 l 1 v / - t \ v \ f ~ / I / ll~.. v v \ / / 1 I I ° / r 73 730.70 199 730,58 22.50 15 RCP 0,53 I o~ 10 / l 200 CB 735.35 729. 198
v 1 / _ e A ~ 1 v ! i ~ I/ 7 III 4u -.I ~S .95 728.84 199A 728.55 58.50 24 RCP 0.50
~ I~ ~ / / / / 1 ~ v / / / s ~ ! I 111(1 I / ~ / / / / i 1 ` w,. , 201 CB 735.45 729 199 c co i nt ~ ~ ~ { 728.03 84.00 24 RCP 0.50 ~ p>r g
/ e \ \ I 1 \ 1/ / / l l / / f tr( 202 YI 736.50 733.00 6 C3.9 199A 728.45 190 The use of these drawings _ / 1 C3.9 7 7.53 206 725.00 156.00 30 RCP 1.62 without written permission
/ / ~ e. \ 1 / / / / 1 5 ~ 1 f A, 1 / \ \ 1 1 I I I 1 1 ~ / / / / / 768. l i / \ 1 1 I I I / / h47/.4 ~ / / / 1 x f I I ~ ~ t 7~ r / 203 CB 738.97 731.98 190 2 '`r / 96 189.00 30 RCP 0.50 from the architect/engin-
r-e. I I I i / ~ / / / ! f I I 1 1 768.1 1 / / e \ 1 1 f 1 / / / f I l l f ~ ~2 ~ 0 204 CB 736.59 732.80 206 724.90 207 723. o / 0.55 eer is prohibited. Violators
e 1 / ~ 11 I T / I N ~ i ! t t / 7"69 '~1/ 1 I ! 1 / L / / / / l -e•. / 737.77 734,22 207 723.86 208 723.25 110.00 30 RCP will be subject to Iegci ~ ~ r _ 204A CB action.
/ x / ! I I / 205 CB 736.76 733.25
4.90 1 C3.10 729.00 211 728.75 91.50 18 RCP 0.27 206 MH 735.65 72 210
207 CB 733,98 723.86 1 C3.9
i
.00 9 C5.4 I 210 FES 733.00 729
211 FES 733.00 728.75 9 C5.4
r~- l ~ I I i ! I t I E It > I / _ r.- - ~ -''7"2'8 / r WILL BE 0-RING GASKETED JOINTS - - ~ - x / r NOTE: THE FOLLOWING PIPE SECTIONS
! ~ I I I / I / ~ ~ III 1 \ ! 1 ! I l 1 1 ! / / ~ / o o ~ ~ - x 755.1 ~ _ - / CB 208 TO FES 190 i
1 II 1 I \ I I \ if/1 ( 1 / / _ / ~ ( 755.1 / I 1 11 ! i \ 1 11 1 1 J i i 1 1 f / I 1 1 \ / CB 74 TO FES 70
.a J ~ \ \ / 1 r / I I \ 753.6 ~ / JB 81 TO FES 80
1 / I 3.0 1 1 \ ~ ~~/i ~ , I 1 / t I r / I \ I - 6.: I J 1 73 I I ems,,.,,///I i / / l I l 1 i t , ~ I I J 754.5 ~ I I x 1 ~ \ ~ ! ! r / ! / I i _ / 21~ ° e / 762/.7 \ ( , ~ x.. 56.3
I I 1 \ 1 ~ ~ / > / I 1 J 754.4 I I I - - x ! n ~ _ ~ _ - ~
/ r ~ 7~a5~6 117 v1 I > >r 1 \ 734 2 i _ 1 r.. ~ / o e ~ ~ v :s - - _ _
i~_ S8 3 I X6.1 x I ~ _ e ~ _ _ -~5~. ~ _ x -°p -1 i,1 - - ~ ~ - - - - . , \ CB - CATCH BASIN DRAIN BASINS SHALL BE BY ADVANCED
/ / / /j / / / 1 I 73'5, l , r°~r' ~ ~ / \ \ _ - ^ _ / - ' ' _ ~ " ~ \ WITH 12" SQUARE CAST - = - ° - - _ ~ \ DI = DROP INLET DRAINAGE SYSTEMS, INC. Z
- r e _ _ / 753 - - ~ 75 _ _ _ _ 3 - OR EQUAL UNLESS - - ~ - MH - MANHOLE IRON LOCKABLE GRATES w DB
x 734.1 - -/-I - . - 7 757.9 \ _ ~ _ _ _ - ~ / ("x,,.., _ - 1 X " _ ' - - - - = DRAIN BASIN NOTED OTHERWISE. J
\ 1 / t>~_____-_- YI = YARD INLET o z \ Q
\ \ ^ l GRADING NOTE5:
735. \ i 1 1, \ , , j ~ e r , - r - _ I ` J _
- ~ _ FOR RELATED NOTES. U - 1. REFER TO THE SITE PLAN _ \ / Z Z - r r ~ AND SPOT ELEVATIONS REFLECT FINISHED GRADES.
I 732,E I i e I e. e e l - 2. ALL CONTOURS Z p_, U I /r ~
~ I_ ~ - - - 1 _ s 3. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO GROUND ~ J
I I / I. e \ f 1 i O \ I ` BREAKING. ~ - r \ J I
/ 33.5 1 / ~ ~ r e\ ~ \ \ / / \ \ I r X I Yl'\ ~ ! / r ~ / ' e ~ \ / / ~ ~ ~ ~ y~ - - ACTOR SHALL IMMEDIATELY REPORT TO OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD CONDITIONS AND ~ ~ J ~ ~ - _ 4. THE CONTR W m Z
I e ~ , ~ ~ ~ ~ ~ , i y I e, ~ PA ~ I ~ 1 .~f ~ - - ~ ~ .o / r I t y - ^ A! ~ 1NA,~' ~0!R !MSTRUCTION PRIOR TO PROCEEDING, f ; CO~NSTF7UCTIOrV DOCUMENTS AhL S~ F- O
\ 5. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING CONSTRUCTION. W W -
II ~ I I 42.6 e o / r - - ~ \ ? / ~1 i ~,1 ~ ~ / Q.
1 \ ~ / / \ ~ / 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTING GRADE. O 1 I -1 / / w O
I 733.3 I x ~ e_ r`•~. L e o \ ~ e /7 \ w~ z 7. ALL FILL WITHIN LIMITS OF BUILDING AND PAVEMENT SHALL BE COMPACTED TO MIN. 98~ STD. PROCTOR. FlLL IN LAWN AREAS > W Z
t~ I \ \ 1 ~ 0 o e - t \ o a !1 0~ STD. PROCTOR. REFER TO STRUCTURAL PLANS AND SPECIFICATIONS FOR MORE INFORMATION. W > Q W \ ~ / / SHALL BE COMPACTED TO MIN. 9 1 / 1 ''^^~WJ I
/ 1 I OR OTHER V, / - ARE BASED UPON THE APPROXIMATE CUT AND FILL SLOPE LIM TS, p J ~ / / - 8. LIMITS OF CLEARING SHOWN ON GRADING PLAN -
/ \ GRADING REQUIREMENTS. W f- Y / _ W
111 , r \ ~ \ _ _ a.- r ~ e \ \ 9 r / ~ ~ \ r SHED ELEVATIONS INCLUDING Z ~ / ~~...,.,1n \ ,l 9. THE PROPOSED CONTOURS SHOWN IN DRIVES AND PARKING LOTS AND SIDEWALKS ARE FINI URSE W
733.4 I \ 740 / ~ ~ r / ~r 1 PAVEMENT. REFER TO PAVEMENT CROSS SECTION DATA TO ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE CO ~ I
~ UNDER THIS CONTRACT. - I ~ ~ ~ ELEVATIONS TO BE COMPLETED ~
/ / ~ ~ ~ TY F OW ACROSS NEW PAVEMENT AREAS O / \ \ 10. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN BY GRAM L \ ~
\ \ \ ~ ~ ~ Q 199 i p ` ~ \ TO NEW OR EXISTING DRAINAGE INLETS OR SHEET OVERLAND. d J
~ 1 .,~.,..,r~ rnnu Tur 7AAIIAI/+ enui~llCTl?ATl1p ""1
732.6 11. ON-SITE BURIAL PITS REQUIRE AN ON-51It UtMULIIIUN LANUrILL rLMMI1 rRVM l"u- <~~l.U ~~m L f
12. ANY GRADING, BEYOND THE LIMITS OF CONSTRUCTION AS SHOWN ON THE GRADING PLAN, IS SUBJECT TO A FINE. W J / ` \
19 l / 13. ALL "CMLDS STD." NUMBERS REFER TO THE LATEST EDITION OF THE CHARLOTTE-MECKLENBURG LAND DEVELOPMENT STANDARDS 738.4 MANUAL.
N Z,2 tx \ t
14• GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS SUBJECT TO A FINE. f I f I
728.9 W \ \ \ _ I 1~ /737.6 > 730.2 27 I 1 x /737,6 NECESSARY TO ACHIEVE EROSION CONTROL ON j ` x 15. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS SEEDED
731.4 w w-1 W \ _ X `r \ w 1 ! ~ l r \ l i DENUDED AREAS AND ESPECIALLY WHEN THE CONSTRUCTION SEQUENCE REQUIRES IT. ALL GRADED SLOPES ARE TO BE S / J f J~~ JlJ l/ i
28A DIB- w w \ \ 'V~~" L,^~~ I X,4, w OR LANDSCAPED WITHIN 30 DAYS OF COMPLETION OF GRADING, ALL REMAINING AREAS ARE TO BE SEEDED WITHIN 45 DAYS.
w w W_ W \ e 91 \ W \ \ ! \ W\ -a-- . W w - 191 7\44.6 733.9 730.2 JJ f/~ r ( 16. PERMANENT STORM DRAINAGE EASEMENTS WILL BE MAINTAINED BY THE CITY/COUNTY UPON REQUEST, THE CITY/COUNTY WILL
\ i \ x \ \ W / w w \ \ \ ~ _ \ f w /w 72.2 ~_X _ jI f(j 1 ,1 ( - ACCEPT RCP SYSTEMS ONLY, THE EASEMENT MUST ADJOIN THE RIGHT-OF-WAY AND HAVE A RECORDED METES AND BOUNDS I DESCRIPTION. w f I
41 Qv 8.4 (((I ( y _ w
38.4 \ \ \ t` ~ r~, _ f \ / \ w W W w w w - ~ ~ ! / W W W ~ ~ w ~ 1,9) L x 729 x ( f/- ARE TO BE MAINTAINED BY THE INDIVIDUAL PROPERTY OWNER. 1 . I(t _ 17. PUBLIC STORM DRAINAGE EASEMENTS a N
W W W ~ w x ~ ~ w (4l (1(l~- y . - - - 18. PRIOR TO GRADING, THE CONTRACTOR SHALL CONTACT THE ZONING ENFORCEMENT OFFICER TO ENSURE THAT ALL TREES MARKED I
W W W w W 732. x 728.9 w s \ \ X28. r \ TO REMAIN WILL BE PROPERLY FENCED OFF FOR PROTECTION.
w W W \wc wf \ \ x \ w w 1 +~y w 41 -,A t7\ 19. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT Pro'ect No.
* X* 77 'IV 7/T 1, i3.3 f OFF-SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS.
v - x 20. PIPE SYSTEMS LOCATED WITHIN PERMANENT STORM DRAINAGE EASEMENTS IN CORNELIUS ARE TO BE MAINTAINED BY THE CITY IN 51665 I
9 7 AN ON-CALL MANNER. THE CITY WILL NEITHER BE RESPONSIBLE FOR THE GROUNDS WITHIN THE PERMANENT STORM DRAINAGE j~ EASEMENT NOR REMOVAL OF ANY OBSTRUCTIONS IN THAT AREA.
73 '4 \ w W \ r \ I 2 1 ! l i \ X it - _ W W x w x 730.9 \ \ \ 29.0 728.1 ~ 1 JJ /r
_ I v\ 1 NEL IN AN UNOBSTRUCTED STATE AND SHALL Checked by BSW 21. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHAN
730`1 IN. \ 1 \ \ 1 ( I iI i ( J FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS, LOGS, TIMBER, JUNK, AND OTHER ACCUMULATIONS. I / REMOVE Drawn b BSW 1 ( J J ~i~J
/732.1 f I V\\ \ /1 \ 1 ! 1( / 22. MECKLENBURG COUNTY ENGINEERING DEPARTMENT HAS NOT REVIEWED THE STRUCTURAL STABILITY OF ANY RETAINING WALLS ON ( J J J j J JJ t {
THE SITE AND DOES NOT ASSUME RESPONSIBILITY FOR THEM, Date Drawn 08.06.02 Revisions 1
L 23. DRAWINGS AND PLANS OF THE STORM DRAINAGE SYSTEM MUST BE SUBMITTED PRIOR TO SUBDIVISION FINAL ` J (J lI "AS-BUILT" :it TEN'nON CHANGEts PER
co 7-- r _ v~ X qT / w w ~ 1 / l li ~ , \ ) v A .74, 727. w 7 ~ , UNTY COMMENTS - 10.07,02 INSPECTION TO MECKLENBURG COUNTY ENGINEERING DEPARTMENT IN ACCORDANCE WITH CORNELIUS SUBDIVISION ORDINANCE. 1 COCURB & J 1 /l J JI j/ REVISED RB TO PROVIDE NUHT ( f of i
" gTj 1 1 1 1 / l w v vs y / 1! j, F F ti4/ x \ 24. RETAINING WALLS DESIGNED FOR CRITICAL AREAS ON BASEMENT LOTS WILL BE PART OF THE BUILDING PERMIT AND WILL REQUIRE 2 DISTANCE PER COMMENTS 11.11,02 I 1
1cS \ \ 1 1 t 733.4 / A PE SEAL AS PART OF THE BUILDING PERMIT, GNA DESIGN ASSOCIATES WILL NOT REVIEW THE STRUCTURAL STABILITY OF THE 3 RP VISED LGRADESPERO 1 I ? / 5 d ( /1 R HIM A 6' vo eu
WILL BE THE PARKING REMOVA ; PROPOSED RETAINING WALLS AND DOES NOT ASSUME ANY RESPONSIBILITY FOR THE STRUCTURAL STABILITY OF SUCH WALLS. IT RESPONSIBILITY OF THE OWNER TO RETAINING THE SERVICES OF A QUALIFIED ENGINEER TO DESIGN AND SEAL THE 4 PER CLIENT M RE 1.18. 3
1 lf) ti, . L 1 l f ip! \ \ 4 it \ \ s •Y 1 5 SED J8 R VIST 2,26.0 C8 PER COUNTY REVISED YA NER AND YN
T l d = = = OF THE WETLAND PONDS AND THE OPEN SPACES WILL BE THE RESPONSIBILITY OF THE HOA OF WESTMORELAND 6 GLEN ROA - 10.29.03 f ~I f
I ! I 25. THE MAINTENANCE SUBDIVISION, GRAPHIC SCALE 1 Sheet
~6 r /r/ l/ / /r /r r/3r 4.6 \ \ \ ,~\.I 1 1 4 60 0 30 so 120 240 1
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1"=20' PER CMLDS STD. DTL. 20.31 ~ J O
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~ ~ PLANT SCHEDULE Z o
TY SIZE COMMENTS ~ W ~ AME QTY. SIZE COMMENTS SYM. BOTANICAL /COMMON NAME O W ~
SYM. BOTANICAL / COMMON N !1 ~ 0 11. ~
DETAIL GRADING PLAN OF BMP WET POND X3 J Z WETLAND PLANTS W O
SHRUBS " TAINER LL 1 W Z FULL CON r W 1
CORNUS STOLONIFERA 24 -30 CASP CAREX SPP. NA Q COST 25 5 GAL. CONT. MATCHING SPECIMENS SEDGES ~ ~ W J
RED OSIER DOGWOOD p J
" " NTAINER W I-- Y HAMMAMELIS VIRGINIA 12 24 -30 FULL CO LEMNA SPP. NA HAVI WITCH-HAZEL 5 GAL. CONT. MATCHING SPECIMENS LEMN Z
DUCKWEED W
" " FULL CONTAINER ~ ILVE ILEX VERIICILLATE 2t 24 -30 MATCHING SPECIMENS LEOR LEERSIA ORYZOIDES NA ~
5 GAL, CONT. Q WINTERBERRY RICE CUTGRASS o
~ W LINDERA BENZOIN tg 24"-30" FULL CONTAINER ~
LIRE 5 GAL. CONT. MATCHING SPECIMENS NULU NUPHAR LUTEN NA J SPICEBUSH SPATTERDOCK
' NE~fn a wECx <~oo un.
TOP OF WEIR = 742.0 A \ MYRICA PENSYLVANICA 4 24"-30" FULL CONTAINER 4 MYRC 3 5 GAL. CONT. MATCHING SPECIMENS BAYBERRY POLY POLYGONMUM SPP. 1530 SF
\ \ / / \ \ N ;Y5 SMARTWEED
i INIA c?% c of c/ nfc c W
SCPU SCIRPUS PUNGENS 1055 SF COMMON THREE-SQUARE
GENERAL NOTES.,
10' LITTORAL SHELF 10' ANTI-VORTEX TRASH 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT. VAAM VALISNERIA AMERICANA 755 SF
THE POOL AREA SHALL BE CLEARED. WILD CELERY
EMERGENCY SPILLWAY RACK BOLTED TO TOP OR RISER - TOP OF BERM TOP OF BERM 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL ELEV-744.0 AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL ZIZANIA AQUATICA 1775 SF w
NT. S. ELEV= 740.75 ELEV-744.0 BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE ZAIQ WILD RICE
SPILLWAY ELEV.=742.0 CONSTRUCTED THROUGH FILL SECTIONS. U f= W
3 0 _ 1 a cn
TOP OF RISER - 3
ELEV-740,25 _ ~ . 1~ EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND
SLUICE GATE VALVE W/ DEBRIS, PLACED IN 8" LIFTS AND COMPACTED TO 98X OF MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM
RISER STEM AND ATTACHING MOISTURE CONTENT. FILL MATERIAL SELECTION AND Pro ect No.
BRACKETS 16" OC PLACEMENT SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
3" DIAM. PIPE WELDED TO FACE OF 51665
30" DIAM. RISER AND EXTENDED DOWN VALVE BOX 5 INTO THE MICROPOOL A MIN. OF 6" NV= ASSEMBLY
Checked by RTF
TOP OF BERM- - 739.0 NORMAL WSE= 738.0 38 OIL 3 RTF/MVS
CONC. HEADWALL
N SPILLWAY ELEV.= 738.0 APPROX. 12 LF - 12" DIA. CMP ® 0.5% z 2 f 2 NEENAH R-7512-8 f /~F CMLDS STD. 20.17 Drawn b Date Drawn 08.06.02
d o ALUMINIZED STEEL TYPE 2 12' 12' 1 1 RIPRAP APRON
L. NEENAH R-7512-B " 2 CAST IRON GRATE f~ CAST IRON GRATE 12" ALUM. STEEL FASTENED TO CONC. \fa SEE CMLDS 20.23 Revisions TENTION HAN 1 CES PER
to FASTENED TO CONC. EQUALIZER PIPE 1 COLLAR COLLAR FROM FOREBAY 18" TYP a/ v du 10" - COUNTY 0 18" - THK 2 HK - 27"
m TO MAIN BASIN 1s" /
18" INV-732.40 INV=732.35 62 LF OF 18" ALUMI OF 18" ALUMINIZED STEEL CMP AT L 20 - 1 0.56X Wm 42'
BOTTOM ELEV,= 732.5 BOTTOM ELEV= 732.50 N \ \ ',Y 12" CMP , ; r T INV ELEV=732.0 SLOPE- 0%
y 1'-8" -0" ,
1 -8 2-0 N CONCRETE COLLAR ALUM. STEEL ANTI-SEEP
o CONCRETE FOOTING FOR RISER COLLAR, TYP.; ANTI-SEEP Sheet
INV. ELEV. - 732.5 -6,5'x6.5'x12" THK. WITH 10x10
a WELD TO PIPE o WWM WELDED TO BOTTOM OF RISER.
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CONCRETE COLLAR AT BOTTOM GRATE MICROPOOL A NU RISER OUTLET DETAIL
w FRONT VIEW
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00 8+00 9+00 10+00
35+00 36+00 37+00 38+
00 39+00 40+00 41+00 42+00 43+00
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Proiect No.
\i 762 51665
- Checked by BSW
734 Drawn b BSW
v Date Drawn 08.06.02
0 WESTMORELAND LAKE DR
Revisions
34+00 TO 42+95.21 THE COMMONS BLVD PER COUNTY COMMENTS - - - 10.07,02
- - - SCALE: 1" = 4' VERT. C2) PER COUNTY COMMEN 10+00 TO 12+11.18 10,29.03
40' HORZ. SCALE: 1" = 4' VERT.
- 40 HORZ.
N OR ~ q q N N q q - UT- n q N _ 0 _ q h M N O q
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c~ 11+00 12+00

11+00 12+00 13+00
5+ao s+oo 7+00 8+00 9+00 10+00 7+00
0+00 1+00 2+00 3+00 4+00 _ V
C v~ c_
w 'L _ ~ N ~ ~
v/ p N
W ~ E-
- Q ~ ~ w
~ ~ N
V Grp = - _ to ~ N HIGH POINT LEV - 762.72 Q ~
_ +'3fi05 ~ r. N U L
VPI STA= S A = 12+53.12 ~ p ~
r\ U VPI STA= EV = 763.05 0 v z N Q ~ L
~
K = 33.93 00 N J Z N O U
' VC W v 0 ~ 0 100. ~ W _
~ t. L Y/ ~ ~ 0 U
~ W N ~ ~ d- U Q
N ° a
r + N ~ Q 0 M t0 U
W Z ~ II II 'D C
N 0
_ _ - ~ „ .
VPI STA= E = 752.99 p p'
. i;w M ;
K = ,33 ~ ;.ti,~.
- - - ~t~:,

~ ~ - _ Z
n i ' _
~ ~
-
O ~ / ~ ~ /
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30" 30" ~n11 n1~~4
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28786 : 2
000 T013~00 300 o I 0
SCALE; 1" = 4' VERT. 1 4 VERT. .,,Ry
1" = 40' HORZ. 40~ HORZ. ~a~
©Copyright
N ° M ~ The use of these drawings N N N N N N N ~ ~ without written permission
N N N N N N N N N c ~ t ~ t ~ ° LV co ~ from the orchitect/engin-
d Oi Of N~ ~ r d ~ Y' N o ~ ~ ' ~ ° of m ~ ~ ~ m m t0 m 10 `0 eer is prohibited. Violators ° co °~i ~ ~ will be subJect to legal
d ~ d'd d 1~ ~ ~ ~ d action.
11+00 12+00 13+00
8+00 9+00 10+00 7+00
5+00 6+00 7+00 0+00 1+00 2+00 3+00 4+00
18+00 19+00 20+00 23+00 24+00 25+00 20+00 21+00 22+00
13+00 14+00 15+00 16+00 17+00
H P INT 74.
HI H POINT STA = 1 73.35
O Z
I STA= ELEV = 5.Q6 A.D. _ -5,00 VPI STA= STA = 22+ 6,74 Q
A.D. _ -7.17 U rn
Z V/
~ W Z
210.00 vc r~ ~ J J
N N ~ O
O Z LL o ~ C7 r f-
O ° ° m Z N ~ O W ~ N
VPI STA= STA = 6+87,61 ~ N VPI STA= ELEV 7 ,31 ~ m a II i N II - + M ~ Z L.L. a ~ ~ ~ W W U1
N - N N a~ N ~I I~ - o ~
K=45.4 ~ W J p ~
1 5,00' a II ~ 2 ~ stn J ~ Z
N ~ W ~ - _ + I Q VJ 0 W J
~ - y ~ ~ J_
A.D. _ 117 p W f- Y -1.009 ~ Z
+ ~ / ~ ~ W N
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N Y7 ILL _ }rj t~rj G
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LA_ > Q a
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p. a a Nil i
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N 1.2 „ \ IG M N d M + Chi fn F
\ N I~ 0~1 IMl1 N Kj W I"
X19 X 1 31 W W
O 00, - O < N II N h cc _ > cv 758 a w
+ _JA ; " ° >
_ to 5 18M 758 tnq~W
a < Pro'ect No,
Lai Z \ N -~V1-51665
2 3 Checked by BSw
HARBOR WALK D19 ALK DRIVE Drawn b BSw
13+00 TO 25+00 Date Drawn 08.06.02 ) 25+00 ---750
SCALE: 1" = 4' VERT. = 4' VERT. Revisions
= 40' HORZ, ~ PER COUNTY COMMENTS
750 1" = 40' HORZ. 10.07.02 B WALK DRIVE PE
It 0 PROP TY LINE JU TM NT 0 5.15.03
N 0
t0 r
N
3 ~ r co r r r G N EAA M t0 N ca L Sheet r C'4 L6 Ln N N d Oi ui N 00 n r~ r, CO W LO Ln LO
to rN n r
w ~N C-4 ~ t0 ~ ~lt0V to N 00~ toc0 t0~ t0 m(0 r n N to to d t0
J 18+00 19+00 20+00 23+00 24+00 25+00 20+00 21+00 22+00
U_ 13+00 14+00 15+00 16+00 17+00
0 0 d
U J J
L

o+o0 1+00 2+00 3+00 4+00 5+00
6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00
HIGH POINT ELEV = 772.00 /
V
- VPI STA = 11+04.75 C p~ VPI ELE = 773,72 ~ ~ C
~ N K 28.57 W O U
2 00 VC Q~ ~ H ~ ~ 'rn
_ a ~ ~ c
- ~ - LAN w
N ~ ~ ~ ~ _ t~ N
o ~ - r` N L r~ ~ U N
t^ ~ ~ II ~ v,I SOU
O~Z ~ Q W ~
II 00 ~ .N
Z o U ~ r~ 0 d' N
VPI TA = 6+14.29 ~ v W ~ 0
A .D. - -2.00 _ v! 00 d U
K = 50.00 - ~ d' U Q
~ ~ a
100.00' VC N ~ 0
/ ~ N U
N ~ Z N r ~
+ O \ N p 0
J `4, Q ~
II II N _
~ > - ~
N ~ H W ~ O i°~.. ~~:v,
+ t0 ~ ^
N In ~,'3r
u u , i
n ' ~5
U W
W IN V = . 15"
HIGH POINT STA ~ 51.01 VPI STA = 2+30. 2
VPI STA = 1+ 7.2 = ~
= m ~ ~y
A.D. _ -3. 0 K = 26.67 z N ~
_ _ a 100.00' VC N ~ II ~ N ~
70.00' VC n+ r ~
Mn o~ II+n » g
~ q M II ,,'////1111?11//,,
N ~ N pjln + ~ ~ NII ~ W ASSp G~•,........
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~ .1 /1111111
~ ~i - _ 1
2.30% ,,,1'1111111111,,,
313 15" / CARO
•FE o ~2
15" 0+00 TO ~ ;9 0+00 T013~90.90 sEA
SCALE: 1" ,1_ s:z SCALE: 1 - 4 VERT. ; ~ ;
1" 15" :o• 1 = 401 HORZ. .,~I~,.' ;
g~ '.R~' C
y
M~ MOf ~n OJT n00 ~ _
~ ~ ~n nn nn n ~ n~ a ~ ' ~ ~ . ~ u°°i o m,~ ,a ~ ~ pp N oo ~ o 0 0 ~ ~ ~ ~ c Co i ht .n .v. .a, ono, na, ~ ~ PN9 The use of these drawings
n n n n^ n~` ~m ~o no n~ n ~ ~ r. N ~ ~ ~ ~ n n t` ~ ~ n n ~ n n n ~ n n n r` n without written permission
from the architect/engin-
0+00 1+00 2+00 eer is prohibited. Violators will be subject to legal
3+00 4+00 5+00 6+ 00 7+00 action, 8+00 9+00 10+00 11+00 12+00
13+00 14+00
25+00 26+00 27+00
28+00 29+00 30+00 0+00 1+00 2+00 3+00 4+00
5+00
1 ~ VPI TA = 2+f0 Z
= Q O M
NaM Oi ~ N + _ U 0 0 - 41,67 Z
+ IA N 0 h -
N I~ I~ 1 0.00' VC U Z > - ~ W
II II N I ~ ~ LOW POI T - ~ J N ELEV - 752.84 O
~ Q J > - LOW POINT TA = 4+65.20 , , ~ Z o - C~
II N W \ i ~ +
N VPI E V= 751.55 m Z O _ pZ~
W ~ ~ ~ F N - ~
W W (n $ v, ~ ~ d~ . O~
/ ~ W O -I
o J ~Z, sOz ~ N ~ M ~ W > d
n ~ -
0) 1 r ` 1 C14 U) 0 W J
+ a h 01 0 J_
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750 \ LLJ Q Q
W \ M . r U 0! p pr) O
J M r N In r ix + ri n.
r II ~4 II n >
H > ~ W N a
756 - W a > I
742 Q ~ m \ of Ci J.5076
~ II
u
W F
U W I-
I F- N 1122 O W
cn 748 1 a v1
734 -774 T Pro'ect No,
51665
HARBOR WALK DRIVE
25+00 TO 30+46.28 NORTH SHORE CIRCLE Checked by BSW
SCALE: 1" = 4' VERT. 0+00 TO 5+50.50 - - - Drown b BSW
1" = 40' HORZ. SCALE: 1" = 4' VERT. 740
0 „ Dote Drown 08.06.02 1 = 40 HORZ.
Revisions
0 o - PER COUN COMMENTS
N 7
0 726 (2) RE BOR WAL DRIVE PER PROPERTY LINE IATNENT 05.15.
3
v
Ln C4 N O M f~ M 0 t0 01
OJ d to MN ~M n d N M N tl) n rrr Ian N ~n n^ Lo hd rM rM dM M ~'r p M OO M Lo to to 00 q* .00 .7 co" OR -40 CD
Mr- to a F,n I•n ~n ~n nh ~in n Sheet
~ 25 o +00 26+00 27+00 10 to
0 28+00 29+00 30+00 a 0+00 1+00 2+00 3+00 4+00
c~ 5+00
L
J

{ {
-3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00
HIGH POINT LEV = 766.44
HIGH POINT A =3+35.39 C ~
- - c
VPI ELEV = 768.94 A.D, -8.15 r\ a~
o W ~ ,e
, I- rn
Q c N W
V ~~o M N
+ - ~ ~ _ ~ - 0 pp - r. N U
N
N r ~ v~ ~ OrU 0 ~ Q WIZ L
II M O op ~
Q _ _ Z Nom, v
LOW POINT ELE = 752.21 ~ ~ - W i u „ w dd~+~ N v W 0
LOW POINT STA -1+83.64 ~ ~ ~ ~ ~ J V! DD ~ U
VPI ELEV = 750.93 ~ W N ~ .c
A.D. _ .55 - D
i or ~ - - a
i U
W Z ~ ~
0 C 1 \ I^t
~ ~ J
a , „ ~ o ~
ui I
N II I p ~ ~ :(~i;
N ~ ~
\
~ ~
U N
. - -
~S~ ~ U _ VPI ELEV = 73 86 Q
/ \ ~ K =48.01
\ /
\ ~
\ N n,
i nM `',,~~f IIllfffll
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SCALE; 1" = 4' VERT, ,,,~~uffu?rff
1" = 40' HORZ, CAR
~ 30p ~ , F Ss L
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8 ' . .2:
~/N : ~ . ~ .
FR f••f Y C
Iff .
©Copyright
M ~ O o0 Of~ d~ 1p~ ~N ,p n ~N ~N ON CDtl' M n ~ .t ~ N y~y rq N ~ a°, n °m , ~ ao $ o ~ ~ , ~ o ~ The use of these drawings
N N ~ d. M ~ ~ iA ~p ~ M CIA t0 •rp IA 1~ r` r n n r n N n~ r n ~D h tC r O O O t0 t0 tp t0 cD t0 ' n ~ N ' o ~ ' M ~ ~ rn without written permission f0 jp ~ ~ ~ n N ~ n ~ n'~ n ~ n M n from the architect en in- n nn nn n n n n n ~ 9
eer is prohibited, Violators
will be subject to legal action.
-3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00
11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00
0 Z
/ Q
SCALE; 1" = 4' VERT. /
1" = 40' NORZ. U Z
~ - VJ
Z U a W ~J J J
~ / N of n O ~ - ~ ~ _
V ~ N + ~ Z _ / + VPI STA = 22+47.01 M ~ U . ~,1. VPI STA 1 +91.56
VPI ELEV = 38.18 / N m VPI ELEV 765.00 m ~ Z n u ZO
~ > ~W~
K= 35.9 / a K= .84 N W N
/ Vl w 0_ ~ 9 ~ O w a. _i ~ w ~
W J i >WZ
W ~ >Q '^~WJ
A n M ~J
+ ~ W Y
n / Z w
LOW PO T STA = 13+70.7 a ~
7 Q.Y1 - - ~ ~ G
VPI TA = 13+65.56 / -r v o
vpl;17.z 02 r 1 ~
A.D. = 2.15
s
N 150.00' VC M
+ M t0 f~ t71
N ~ M q co r >
W W N M w W
04 /
738 O rn II II q Q d pi > > -z 0
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Lil 36" RCP ~
4 RCP BEY OUN /
kCP BEY ND Pro'ect No.
O / -
730 +
730 51665
T Checked by BSW
/ Drawn b BSW
30" - Date Drawn 08.06.02
J 3 Revisions
v U ~ I d
Q W COUNTY COMMENTS 0.0.02 17
n REMSED LAKE PINES DRIVE ROPERTY N JUSTMENT 05.15.0 2 P
to - to
to 722 LOW RISE ARCH ( " EX T. 12 S.S. 722
RISE=8'-7"
to M M M M N O to t0 O a 00 ' tG t0 to to t0 t0 tp ID M Lo N OD .N tp •M ~M I~ N Uf.an UN rr ~N ~O 0p t0 N V to N11A 04 to 0 C.4 Arto M N M N 0f O 00 rn t0 N vO Sheet
D M MM MM MM M~M Nd d d N n d 1n Lo Nt0 tp Mr nM ~rM ~.M nM rM rM ~ nM n N r n r nM M 0 rLn h~ ~0 r r r
41 J
11+00 12+ 0 00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00
0 a
U
J

-3+00 -2+00 VPI STA= STA = -1+46.73 _1+00 0+00 1+00 +
2 00 3+00 VPI STA= ELEV = 782.17 4+00 5+00 6+00 7+00 8+00 9+00
100 0' VC ~ _
_ V
C ~ _ _ ~ c
w 'L
W ~ c
N O rn I- ~
M~-
I r ~ I II W LAN - V ~ ~ O
~ VPI STA= ELEV 773.09 ~N >
~ ----~A~ _ W a M K=43. _.v ~ ~ oo ' ~ N U ~ d'
N ~p ~
ai n 125.00' x ~ O~U N _ a ~ W I Z L
W I II ~ W N W ~ ~
J M Z Z ~o~ ~ ttRR m
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H N
w a 0 a
U W p a J ~ U UI _ ~ U Z m
\ 4 W ~ ~ C
\ ~ + ~ n o n d J
z ~ II a II _ o°o M VPI S =STA = 5+15.82
\ ~ ~ o~ ~ o ° Cn
~ co II n .D. _ -3.00
~ ~ o~ u K = 33.33
t0 N W _ V1 +
\ - s.____~ -
F P _~I ~ o~ { ~ O ~ ao ~ -
~ r ~ ~ LOW P INT ELEV - 753.19
...L m m LOW P INT STA = 8+17.9 oN n +
~ ? U~ ~ - - W II II _ ~ VPI S =ELEV = 751.05 _
",2, Q ~ \ N > A.D. = 7.25
0~ ~iJ N -
' ~ ~ W ~ 0 275.00' VC
~ ~ ~ n O
\ FQ- N W
~ J ~ ad ~ ~ ~ J
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J ~ w ~ir v~ SA ri~~ N; W . . ~ \ ~ ~ : ~ ? C-608 1
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n r > ,~I,I, J ~ ` ~I111111
W/ ~ I _ ~ ~ M
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'0' 1
U ~ 1 '
- - - _ 0+00 TO 950 / a - _ 1 328
SCALE: 1" = 4' VERT.
1" = 40~ HORZ. RfY ~ D.
p. ~0
~ /
I
oo p~ o~ ~ rnp pn nn Nn n ~n n 'O p .p .p NCO •00 p c Co 1 ht n r r a, ~ •a ~ N o N N ~ 0 0 PYr 9 ~ , ~ o ~ o ~ M ~ N M ~ o, M o ~ ~ ~ f` M , o . N The use of these drawings
n p p p pop ~ p T n nn nn nn n~ n nn ~n nn nm nco nm n° n ' ~ ' ~ ' ~ ' ~ ' ' v ' ~ ~ ~ N without written permission
n n n n nn ~ ~ ~ rt0• ~ n n ~ ~ ^ r ~ r ~ /PROP. 7~"' MP r ~ r ~ n from the architect/engin-
eer is prohibited. Violators ~ will be subject to legol
-3+00 - + _ action.
2 00 1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
10+00 11+00 12+00 13+00 14+00 15+00
16+00 16+00 17+00 18+00 19+00 20+00 21+00
HIG POINT ELEV = 76 .59
HIGH P INT ELEV = 758.52 VPI STA= ELEV = 761. 9
I
VPI ST =STA = 11+15,30 VPI ST =ELEV = 758.92 K=
~ LOW POIN ELEV = 755.58 185.64' VC = +46.92 LOW POINT STA 20 _ ~ ~i
i K = 28.33 LOW POIN STA = 14+01.15 _ _ Z
= Q
VPI STA ELEV = 755.24 n A.D. = 6. 0 o _ U
I = _ ~ ~ Q Z - ~ 220.00 C
a~ N ~ pMr ~ ~Q .~'VV' W O =n n ~ ~ ~ _ Z WV x i o _ W
a+ uj O D ~ tp ~ a p - o p ao _ z~+ oo ~ +n as oa a = J a a +N ~ O J
on w II rc p~ x G II ~ ~ n c~ ~ p H> I 0 M~ M iA o: p 11 o~ ~o z
N ~ U ~ W p~ ~ ~ r n
I. ~ > I au N o oz~
m N+ J N W Uz+ ~F- W UI +J ~ W W N N W M~ n +
-H D: n D: t0 V za > a za II II II cow ~ o:~° W II W ~ WWI H W y W r1 = O~
J_ Vf _ - za ~ ~ _ ~ J O I
~ J _ W CMp ~ .r _ ~ - o~ WJ ~ ~ ` + rW >WZ
~ ,80~ 1 - ~W ~ N r~ > Q o VJ~WJ
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W ~ - _ ~ W 59'. - - i'
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W M / 750 I-
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O W Q I i
742 _ EXISTING 1 " 742 V)
l
i i
Proiect No.
i
51665 I
Checked b BSW
ROSALYN GLEN DRIVE BSW Drawn b
9+50 TO 2100
SCALE: 1" = 4' VERT. Date Drawn 08.06.02
1" = 40' HORZ. Revisions
0 PER COUNTY COMMENTS
0 10.07.02 2 PER COUNTY COMMENTS JoM .03
m
~n Or O~ nM NO OO _ OO N~ _ Or ON
d c0 N Lc) Sheet
IZ OV M NLo M OO N n aq OD 0~ Q l~ N T Oo to -40 to r,~ Lo t.~- to fo- _ n to to In nn nL to ~to Lo to W) W) nLo N n r,N NN N. - n n n n nn n nn n nn nn rF, F F,,n to rto r,to
w J
U- f
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 1
a 16+00 U I
1 i i t f
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V C
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U a
Q v U
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C
HIGH POI T ELEV = 763.87 D J
VPI A = 1+60.76
VPI V = 764.85 HI POINT ELEV = 7 ,42
= 28.18 + ?W;
_ _ :
1 5.00' VC STA= ELEV = 76 .96
K = 29,23
m o N O
O M ~ O O t0
+ Iry + h N ~ h II m M
II h a
R h H> ~ II N h • M h tG
QO Q > U W ~r Q + ~ M r
H > W za } ~
- F- W 01 a 1 ?4- > n
~ Q N O h N W~ N W fV J tp
OQ II ~ •O O
W ~ ~M W O ~ ~ O ~ II ,~NUnue~,~ c ~ ~ pSSp~'~.,~
Z Q eh ~
~ II _ h In W ; ~\~.~9URVf~ .~"9~ ~ n .W: ~ - J V7 +
h ~ > II Q ,1
~ N W 4 ~ J 3 S _ UI W h W r1i•~ ~Y•2•
1Sy < II 0
Q a N ~ Q ~~~~nuu~N~
ti ~ lsb u, o ,~3
,1
•----3
AR
5" SSA
o ti.y r:
. 786 ; z
SCALE: 1" = 4' VERT, '
DATUM ELEV 1 = 40 HORZ. 0.• ELEV F 5
ybb.00 X1/1 Ry R w ,f~
0 nQ .ODD ~I~A .N ~N M~ .N r .N ~
SCALE: 1" = 4' VERT. ° ~ m m h ~D ~p t0 ~ t0 n n n t0 rD
1 40 HORZ. ~n nn n~ nn nn nn r`n ~`n ~ ~`t0 ~
_ ©Copyright
Ot~D 01 000 .N ~h OO~i ON Mer d tom t0~p Orp Orp c0rp t0N t0~ N The use of these drawings
hh h hh hh hh h h hh hh h without written permission from the architect/engln-
eer is prohibited. Violators
will be subject to legal action,
0+00 1+00 2+00 3+00 4+00 0+00 0+00 1+00 2+00 3+00 4+QO
0
Z Q
U Q Z
- VJ
Z W ~J
Q o~ J _
LOW c NT STA = 2+81.67 J ..~Z } ~ - LL
O = + . Wm z
~ .D. = 6.22 ~o ~oz~
II wW~ w~
oa ~ col
~ ~ - - 220.00 VC - w ;J
W Z f W > Q
. ~ rrnn ~ W J V1 ~ J
N W ~Y
O Oh iA h z
II p II ~ w 0
t+. N II
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s n„ ' + w ~ M
r"-V- Mi I !Fa LL
n + 2 M N
~ II
758
M w
F
itl" WV H W
750 CL v,
Pro'ect No.
51665
Checked by JCO
BISCAYNE COVE ALLEY _ Drawn b BSW
742 Date Drawn 08,06.02
SCALE: 1" = 4' VERT. Revisions
1" = 40' HORZ.
PER COUN COMMENTS - 10.07.02
2 PROPERTY LINE ADJUSTMENT 05,15.03 RC'
a X
x 0) M OD N OD t~ t0 ~p 1~ Ol O O N x (0 f~ 0) O M O it O n M N 0) F
d t~ . N ~F M OR IA M x c0 (0 0 ik) U6 .1 In N r0 (0 r0 co t0 x ~co rso r~ n~ Na F, n~ it) N
Sheet
x
0+00 1+00 2+00 3+00 4+00 5+00 a
a
U
L
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~ 1 t r i
/ ~ S I \ r ~ 1 1 l /
~ ~ r'r \ J \ f pp~ f , i ~ r / 1 c LEC~ND~ ~
r ~ 1 1 ~ ~ I 1 1 _ v, { Y °
~ 1 - 1 3.2.25 ~ l I i I ~--M~.~ Fp~T .L~ DESCRIPTION.
~ 1 ° i ! 1 U1 ~
o f /l W c ? , 5/C5.4 STABILIZED CONSTRUCTION ENTRANCE ~ ~ -
~ :-71u~ - ° c
~ RIStE BASIN 5 ~ 1 ~ \ ~ ~ ~ -b SEED ~L 7/C5,4 \ ~
BOT, DIM = 40X120 - ~ I / r.. _ - I 1 l / ROCK CHECK DAM p
.1 ~ \ TOP DIM = 25 13.$ DOUBL SILT FENCE - TYP. ~ ~S' ~ ~ / OUBLE SILT ~ ~ 1 ~ ~ O - \ o l / ~ .c ~ U
TOP ELEV. = 740~s SEE TAIL 6/C5.4 W/ THE ` ~ ~ BOT. ELEV. = 7 PRO \ / / 'j 36 ~ CTION FENCE ALONG ~ v o ? 1 1 T TLA I I l t ~ N ~ 6/C5.4 TEMPORARY SILT FENCE ~ 1 ~ ) ~ p
\ \ S \ ` \ 60 RISER r M AREAS. i / / 1 1 I ~ ~ ~ ~ a 1 1 I I a~
V / ~ \ Vo ~ \ I BARREL ~ J1 \ ~v ,W o f 1 Q tL Z I i ! • o ` f 1 PROPOSED MANHOLE 00
~ i v v ll l ~ ~ ~ 1 \ ~•v ~ ~ 1 ~~v \ \ ` ` l ~ t Z No° ~ \ \ ~ 1 J °
\ ` \ 1 I w o \ ? 1 \ ! \ ~ / PROPOSED FLARED END SECTION a~ t s
! r/ / ~ , ~ I RISER BASIN 9 ~ 00 v U
! ~ SfDIMENT BASIN 7 / / r - r~ SEE DETAIL 1 /C M v, / v 1 t '9T ~ SEE DETAIL 7/C5.4 W N v r
1 / / l - BOT, DIM = 15 Xi ~ ~ \ BoT. DIM = 1 ? ~ 2 C5.4 ~ ~ U Q y 2DO x95 / TEMPORARY SILT DITCH T ~ r o
! i ~ TOP qIM = .35X3 ~ Fj' 1 I ~ ~ .OP DIM = 218 X1131 N tit N I q F TOP ELEV. = 72 ` a
/ ! / l i r ~ s ~s s ± 8 ~ 3¦ v ¦ Q ti •2 F aoT. ELEV. = 723.x' o ~ LIMITS OF DENUDED AREA ° F I 1 S" RCP
.I, / / / L FE CE BA~FLEr ~ CST 48 RISER ~ ~ Z N ~ 1 36" BAR ~ ` EXISTING STORM DRAINAGE L1NE ~ C \ I REL ~ ~ o c
\ \ \ t, ` ~ PROPOSED STORM DRAINAGE LINE °
l / / l / I ~ r 1 ~ ~ ~ I J \ ~ \ \ -800- \ \ ~ \ \ EXISTING CONTOUR LINE
1 ! 11// I ~ 1 1 ~ , \ \ \ \ ~ ~ \ ~ ( \ soo PROPOSED CONTOUR LINE
I I f \ \ \ / \ \ / ~ ~ \ i r
I I !Ill / , \ ~ \ I \ \ 1 ? ~ STRUCTURE ID TAG
I 11 ! ~ ~ / ~ / s - - \ r l~ 1 ~ i, :,~.4~;.:
1 ~ , ~ ~ ~ \ 1 \ f (I 8/C5.4 PROPOSED SLOPE DRAIN
V _l h ` ~ ~ ~ \ ~ I
r W ' \ I ! / / ~ ~ ~ i ! ~ 1 ~ 1 ~ ~ 1 1 \ \ o \ + it
1 ~ 1 ! i --a ~ ~ \ \ \ \ I ~I l \ PROPOSED 1 I I \ \ \ I! 4/C5.4 INLET PROTECTOR
I i i I l ! I I I ~ ~ r i 1 I \ \ \\\o \ \ \ \ ! \ \ \ I
I I ~c f ~ 0 I ? ~ ~ ~P 0 \ o t_ % I 3 PROPOSED TREE PROTECTION FENCE
11 ~ r r 1 1 J 11 l f, r 1 I J l \ o R~ ~ , o i / t iL DOUBLE SILT FENCE - I (ORANGE BARRIER FENCE
I t~ / \ I / r - I l ~ I I( / r 1 J / I \ I ti f( ~ \ t ) s~ ETAIL 6/C5.4 w/ ~ I ~ /I i \ SILT
\ ! I ~ t I-1 , 1 1 I J PRO (ii1 N FENCE ALO FAN BAFFLE NG \ ~ I I ~ r \ -SWIM AR I ~l (TYP.) /
I lI ~v ~ 7 J ~ ! ! I V / ~ I / / / 1 / <v / / ~ ~ r /9rlra ~ \ ~ I i
i ~ 11 ~ ~ 1~ ~ / ~ / / I ! / l \ \ \ \ _ _ _ o ~ I GENERAL NOTE:
~ ~ ~ / ~ ~ / / / 1 ! ! ~ N ~ 11 , / I t / \ \ \ 1 - \ ` i I l MAINTAIN A 2:1 RATIO ( ~ ~ I OF LENGTH TO WIOTH IN SEDIMENT BASINS.
~h ~ ~ r - / v w I i / I 1 1 / / I V / I P / / / \ \ t~ i o III \ 1 0'~ \ ~ i I , USE BAFFLES AS NEEDED TO MEET THIS GOAL. (TYP.
Z ~ / P J 1/ I ~1'04A I ~ ! / / J / o \ f ~ • v ~ ` v\ v 1 ! Ji ASSO RISER BASi ~ • C ~
4 I 1 ~ ! J l I ~ ! Q V ~ ~ ~ ! / / / \SEE DETAIL 7 \ Z { 1 I MAINTAIN TREE PROTECTION FENCE A • ~ werF ~ • /c5.4 \ (l, LONG THE SWIM BUFFER FOR ; ~ ; ~ ~ ; ;
!rJl~~~ 1_ % I l J l !r i ~ ~ - - x~ . J l lJ J l ,r CBOT. DIM = t2o X6 \ / 1 THE ENTIRE LENGTH OF THE STREAM ON SIT • 1u ~ ~ ~ ; ~ 1f E FOR AREAS OF ; _ TOP DIM ' 140 X80 \ `Y'" I / DISTURBANCE. . a ~ : N
J z _ ~ , l / / J r ! JI ~ 1 l it JJ / / o STOP = i~ C-608 \ ELEV. 745 ~ / .Q.
I J 1 ! ~ rJ 1 / / i I / / r I~ I y S~ ~ / I I l i - i i / 11 I/ / r / ~ \ 'BOT. ELEV. = 740 ~ STABILIZE SE TREAM ~ 724 ~ ~ ' Y \ " CROSSING AFTE sING I N~- •$3 DOUBLE ROWS OF SILT FENCES ARE TO BE SPACED
/ / L RISER c / 7~ ~ 6 4 3 APART AND ; ~ ~ ~ ~ ~ 36 A REL OMPLETED WITH I ~ 3 10 FROM TOE OF SLOP ~ ~
~ ~ ~ ~ ~ 1~RIPRAP -16" DEEP I E. TREE PROTECTION WILL BE PLACED 1 o SILT CE BAFFLE \ FLTER F o OFF FRONT EDGE OF SILT FENCE.
! v_ 8 _ ~ ~ I r r I I 6 ~ - i ~ ~ 1 J l - I ! ~ 1 , I I ~ ~1- ~ r / r r., l . , r ~C J 1 ~ ~ / ~ o\ _ l ~
_ ~ / / ~ r ~ t
~ DENUDED LIMITS ~ \ ~ \ ~ ~a\, +u u n
9 / ~ ~ / ~ ~ ~ / 6 - ~ / ~ 7~ ~ ! j ~ L ,ems 1 '~r \ \ o C R + ,
/ \ 1 C~ TER OF \ ~ ~ ~ (r •
N- MEO TRIG. v~ \ \ ~ p,N , ~ \ f \ 1 \ ~ ? ~ ~ ` 1~ 111 \ : ~ • 7'
s o \ ~ 1 tit \ \ r r \ ! 11 \ \ ~ r , ,i 11l 1 V ~ 09 ~ ~ \ SIT ~ A \ \\VA v ~
~ ~ NCE - \ ~ V1 \ ;
/ ~ \ `SEED AIL 6/C5.4 \ \ ~ W . ~ r \ LPL
/ \ / \ ~ ~ 11 • \ i~ F ,
~ I ~ \ 1 11.E vF~ vP \ o } ~ 111 00 ~ \ ~ ~ l \o~ 1 e o o~ .0
~ ~ o \ ~~~o \ \ 1/ \1\~~ '
/ ~ ! \ \ 1 o I / \ \ \ ~``1 1 r \ ~ ~ ill 111
I i 1! I I r ~ ~ ~ 11 \ 1 I i v v A 1 1 ?Il 11
/ ~ r / / / l l f / \ \ ~ s- ~ / / / / ~ //)P J1 \ It III \ \ 1 \ \ 1 111 ~
/ ~r'. 1 / / / r ~ ~~r l i / l \ ~ r / 1 ~ 11 IRI \ \ ~i ll i
! I l / l / / / / \ ~ ~ i 1 1 ~ t ~ \ `1 Ii, ©Copyright
~ I l / l! l ~ ~ i / ~ \ 11 I I (I i The use of th r r - ~ r\ ` \ I I ese drawings 11 .a~" \ 11 1 ~ I Ii without written permission
/ / ~ ! 1 I 1 ~ / o ~ li ~ / / \L ti ~ / I 1 I I (I ; from the architect/engin-
/ , ~ ~ I I ~ / ~ r / ~ ! / < ~ -M r ~ \ d/ I II eer is rohibfted. VI / r \ \ ~ 1 1 I I I i P olators ~ \ ~ \ / 1 ~ I I will be sub Ject to le of
l 1 I I ~ ~ ~ 1 ~ 1\ 1 I I I I !I/ 1 ~ ~ r ! I I ~ / ~ v 1 11 I i 9 / ~ 11 1111 I act on.
/ i l I I l l ! / ! ~ / l ~ ( ~ I / ~ - - - - t / ~ I 11111111 t ~ / 1
/ J / I / , t i / y.. a / / \ ll 11 / ~ 111!111
7 1 ~ ~ (r . - - I ~ , / 0 1 I ~I t ~ / ~ n111 111 11 _ _ o I / 01
I ! \ 4 ~ I r i i ~ - l I ~I 1 / f 1 1 1\ o x ! 1 1 1 I i ~ 1
y,. _ i I 11111 1 l / 1
1 ! 1 Ill 11 1 o i - ~ ~ - _ 1 ~ ~ ~ 11 r ~ i - \ \ 111 1'
/ Z 1 J A / 1 1 4 1 1 _ _ 1 ~ ~ 111
. ' 1 - - - ~ I / ~ 1 \ v \ / r ~l' I ~ I /
/ i l ~ _ _ , - 1 i / / / / 1 /
I ~I I 1 I ~ \ ~ ~ c ti 11 1 _ - - - ~ 1 / ~ / / 1 1 ~ / ~ /1
( ~ I ~ l r 11(~
/ r ~ ~ I I ~ _Y , I I ) / f r~
1 1 1 ~ r
I f i \ \ , 1 f / / r%
_ ! I I 1 / f / f, ,
t ! ~ \ 1 I / I III r'~ 1 1l ~ I ( ll
1 / 1 / iII I I ( ~ \ 0 1 ~l I I l i /
I / o Z I ~ ~ i I I i\ 1 ~ ( 1 1 1 1 z 1 1 1 1 \ Q
/ ( S~EbI~iENf BASI 1d
/ ~ ~ ~ - ~ ~ 1 ~ ~ I s ! SEE T ~ / DE AIL i/C5.4 1 (j ~ BOT. DIM = 100'X15' U I ! ! \
\ 1 ~ ~ ~ / / . , a. ~ f ) I TOP DIM = 130 X35 Z
~ / ~ I TOP E - 1 ~ ~ ~ LEV. - 754 ~ U i ( / ( 1 BOT. E EV. = 746 1 W
i sir _ ~
/ / / 1 1 11 l l \ ' o i 1 + I ~ I I 1 \ i J..~-
/ 1 I 1 1 1 1 ~ O z 1/ 1 1 \1 1 1~
I I( ~ Wm z - l~ ~ 1 11 1 ~ ~ O
1 Ill ~ ~ / ~ ti l I 11 1 ! VA pz~ i ( II 1 11 I ~ ww-
! J / L ~ r / ~ I I \ 1 ( 111 1 to I 11 R 1 1 a.~
~ - I I a r , - \ 1 I I i ~ I i \ 111 ~ oa. I 1 \ 11 o\ w I 1 i 1 \ \ 4 111 ~ O
I I i t \ 11~\ ww 1 I ~ >wz
I / ~ ~ 1 I ~ i e \ w>Q \ \ \ ~ ~ W Z
f ~ i \ ~ ~ o ~
~ ~ \ ~ ~ III ~
\ Z \ \ \ \ \ 1 ~ \ \ \ \ w (n
f 1 ~ 1
n \ \ \ \ 5
j l I i \ \ W
I \
1 / f I 1 d l 1
/ d l
11 / f \ SILT DITCH - TYP. / \ \ - -
k 1 1 EI r \ \ < \ r o r- -.SEE DETAIL 2/C5,
w w
r 0 \ DENUDED LIMITS \ \ _ r Ir /
\ I \ \ ` \ \ \ ? / `INLET PROTECTOR - TYP, 1 460
\ \ \ \ \ / / f \ SEE DETAIL 4/C5.4 M Pro ect No.
V 1 \ -a \ - - / ` , 11 fai- \ 11 \ \ \ ~ i \ f r' \
\ \ \ \ \ \ \ I SEDIMENT BASIN 6 - - - Checked b MVS
~ \ k \ \ l /SEE DETAIL l /C5.4 \ 1 1 BOT. DIM = 80X3 _ = ° I ' . Drawn b MVS
to \ \ \ TOP DIM = 100 X55 - - - ` - / e
\ \ ~ ` \ 1 /1 k \TOP ELEV. 759 \ ~ , a. .s ~ ~ / / ~ - - - 3 \ - - ! I l 1 ; BOT, ELEV. _ 754 / / Dote Drown 8/6/02
i I ? ~ \ \ ~ ~ . 1R ~ „ / ~ -r :'!'ILvf. v hM - TYP. _ - Revisions
SEE DETAIL 3/C5,4
Q l) plan per count
comments 10.07.02 I RISER BASINS
2 p COUNTY OMMENTS 11 11 02 3 ADDED OUTLETS ON SED, BASINS PER Ca
O O Q
U 4 REVISED LOTS AND SVtlM BUFFER
(9 5 RE+ASED LOTS ALONG SOUTHERN GRAPHIC SCALE
LLj J 60 0 30 so 120 240 Sheet
g
U ( IN FEET )
1 inch = 60 ft.
L
J

TOP OF DAM
2' REMOVABLE TRASH RACK IS OPTIONAL '
FOR EASE IN MAINTENANCE. V
Stake ANTI-VORTEX PUTS G WELDED TO CMP RIS TRASH RACK C
w (e' MIN,) 2 X 4" wood frame 2 2 RISER CREST 1 r ~1 N ~ ~
TOP OF BERM 1' MAX. 2' o CMP PERFORATED RISER W O C_
MIN. Y SEDIMENT CLEAN OUT ELEV. ~ ~
1' MIN, DESIGN HIGH WATER 1.5' Fab ' FREEBOARD(MIN) , Fabric (REF TO NOTE 3 OF GENERAL NOTES) ~5 WASHED STONE FILTER O) I C a ~ W RIP-RAP APRON ~ N
SPILLWAY CREST maX V ~~O = O
SEDIMENT STORAGE v - Z ~r~N • DISCHARGE PIPE s r. ~ U
12" WASHED -I I- _ - MAXIMUM LEVEL OF SEDIMENT CLEAN OUT STAKE STONE 2 6'MAX. -III-) I = I - -III- COLLECTED CLEAN BASIN OUT x - ~~N - - - = CLEAN OUT STAKE- '
( 1 i - - - WHEN THIS LEVEL REACHED) N 3 ' -I_I I-III- -III-I III
z III-I I ~ ~f III" N _ mm. - 0 ~ ~ -III ~ III- - ~ BOTTOM OF BASIN Q Z ~ I ~
I III-III ~ • '
f.44'
P RAP v W 0 Buried Fabric ANTI-SEEP COLLARS - C~IC. ANCHOR SIZE, QTY, AND SPACING VARIES ,4; ~ ~
SECTION THROUGH BASIN AND FILTER s' MIN V~ 00 tJ U S W N 7 L
~t(nU Q
IN RISER BARREL SLOPE D S Y Z L STORAGE # ROWS # HOLES a~ BAS a
II ~l r 0 Q
x / T Drop inlet - - n o~ ~ ~ sIL FENCE with rate - » » - 41880 CF 4 50 ~ 3 48 36 0.50% 10 8 5 3 Z N
x 3' 9 ~ C
CARRY RIP RAP UP L (10' MIN.) CLASS 1 OR 2 I ' 3 ~ x SIDES OF SPILLWAY-~ RIP RAP ~D ~ e - - 1 0 » » - 76625 CF 3 63 ,
fgRm / IP RAP APRON ~-Frame - - - min 5 60 36 0.50% 12 8.5 4.5 2.5 J
BERM x E BASIN SECTION ABOVE - - - » » 3' - 25056 CF 4 50 8 48 36 0.50% 10 8 5 p~
OU~j - r~,,
O/j ~ i ti"iY~'r~~G~iMy+~l4rhrl~t'~~~'` p S Oy ,~5r ".`'tirxk, i,~}ra. r .".y.~kr,R~,~, b 8 :;N;~; » » 4.5' 2.5' - 51313 CF 3 50 9 48 36 0.50% 10
. W r~"M', ; "~„r„ ~5 WASHED STONE
SILT FENCE ~;;;;~yN«r~+/'.~,.;),~,~a,; ~"troy
RIP RAP APRON TO CONTINUE ~u°"a''~'"^"`au' t~'"~"~'~' r . ~ TO LIMITS OF DISTURBED AREA ~ Gather lyDIESL GENERAL NOTES:
c. excess ANY FILL IN THE WETLAND POND AREAS WILL BE PLACED AS NOTED ON THE
DATA BLOCK X (T MIN) Ot corners 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION ANO ROOT MAT. EMBANKMENT FlLL PUq:MENT AS NOTED ON SHEETS C3.4-C3.7 TO THE POOL AREA SHALL BE CLEARED. CONSTRUCTION THE PERMANENT DAM EMBANKMENT FOR FUTURE, THE RISER AND
SEDIMENT ~1- ~ 1~ BASIN l H Z w X STORAG TS OR OTHER WOODY VEGETATION AS WELL OUTLET PIPING WILL ~ REMOVED AFTER SIZE IS STABILIZED AND THE FINAL 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL 8E FREE OF R00 CONSTRUCTION OF THE WETLAND PONDS WILL BE COMPLETED AS SHOWN ON
REOUIRED CF ELEVATION OF BERM AND FILTER OVERSIZED STONES, ROCKS, ORGANIC MATERIAL Ot OTHER OBJECTIONABLE MATERIAL, THE EMBANKMENT SHALL AS SHEETS C3.4-C.3.7, BE COMPACTED BY TRAVERSING WITH EWIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE
1 10' 3' 2' 6' T 4500 CONSTRUCTED THROUGH FILL SECTIONS
3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH
2 10' 3' 2' 6' 7' 5220 - T A MANNER THAT IT WILL NOT ERODE.
TEMP, FABRIC DROP INLET PREOT CTIO~ .OT C ION 4. THE TRAP SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
2 a 12' a' 1' 6' 11700 N.T.S. S. CONSTRUCTKN OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION IS MINIMIZED.
6 15' 3' 2' 6' T 10080 6. ALL qJT AND FILL SLOPES SHALL BE 2:1 OR FUITER,
7. SEDIMENT BASIN EMBANKMENTS SHOULD BE PRONDED WITH EROSON CONTROL AND STABILIZAl10N. ,~~~i~~~~~~~,
7 10' 3' 2' 6' 7' 900 8. STORAGE AREA IS SHOWN AS RECTANGUUR FOR ILLUSTRATIVE PURPOSES ONLY, AND MAY BE CONSTRUCTED IN ANY SHAPE ~0~ ASSQ STORAGE VOLUME REQUIREMENT IS MET, THE BASIN SHOULD ALSO BE ORIENTED SUCH THAT THE GCS ~C/ PROVIDED THE MINIMUM
10 10' 3' 2' 6' T 5040 FILTER AND THE MAIN FLOW OF WATER AND SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN DIMENSIONS ~ SURYFr ••»9i~
9. REQUIRED STORAGE IS 1800 CUBIC FEET OF STORAGE VOLUME PER ACRES OF DENUDED AREA. iF CLEAN WATER FROM ~ MEASUR ~ ~ ' ~ ' UNDISRlRBED AREAS IN DRAINAGE BASIN ARE TAKEN AROUND OR THROUpi THE DENUDED AREA BY NON EROSIVE ~ O S C-608
DATA BLOCK TO BE COMPLETED BY DESIGNER AND SUBMITTED WITH EROSION CONTROL PLANS. THEN BASINS MAY BE SIZED BY DENUDED ACRES RECOMMENDED STORAGE IS 1800 CUBIC FEET OF STORAGE PER ACRE OF
DRAINAGE AREA. •~f • ~ • ~ ,
10. THE LENGTH OF THE STONE WTLET (SPILLWAY) IS TO BE BASED ON A 10 YEAR STORM. ' lJ ~ ~ ' ~ FFLES 'i •"'•a....••'" 11. WHENEVER TOPOGRAPHY ALLOWS, THE BASIN LENGTH SHOULD BE TWICE (2X) THE BASIN WIDTH, TO ALLOW FOR SETTLING. BA ~
GRAVEL AND RIP RAP SEDIMENT BASIN SHOULD BE PROVIDED IN THE BASIN WHERE THE LENGTH IS LESS THAN TW1CE THE WIDTH.
N.T.S. 12, CLEANOUT STAKES SHALL BE PLACED IN ALL SEDNdENT BASINS AT THE LOW POINT IN THE BASIN. THE STAKES MALL BE MARKED
SHOWING THE HALF FULL, CLEANOUT POINT, OF THE BASIN. 13. SAFETY FENgNG 3' HIGH SHOULD BE PUCED AROUND ALL SEDIMENT BASINS.
NOTES: 14. FOR DESIGN OF RISER TYPE SEDIMENT BASINS, REFER TO THE NORTH CAROLINA DEPARTMENT OF ENNRONMENT,
HEALTH, AND NATURAL RESOURCES, EROSION NO cFDIMENT CONTROL PLANNING AND DESIGN MANUAL. ,,••~.~~~„r,~i~,
15. FOR SLOPES GREATER THAN 10' IN LENGTH AND PROTECTED BY SILT FENCE AT THE TOE OF THE SLOPE, SLOPE TERRACING WILL CA
a. GRAVEL PAD TO BE 18'x 100' AND 6" BE REQUIRED. Q'• ' 16. THE BERM ON SEDIMENT BASINS SHALL BE SEEDED ONCE F1NAL GRADE HAS BEEN REACHED. THE SILT FENCE MAY BE REMOVED '
THICK MINIMUM AS BEEN GRANTED BY THE Citt COUNTY LAND DEVELOPMENT INSPECTOR AEtE@ THE GRASS HAS GERMINATED AND " ' IF PERMISSION H /
b. TURNING RADIUS SUFFICIENT TO STABLE GROUND HAS BEEN ESTABLISHED. 3328 PUCED AT TOE OF A SLOPE>10' ~ ~ "
ACCOMMODATE LARGE TRUCKS IS TO BE 17. WASHED STONE AND WIRE BACKING SHALL BE USED WITH SILT FENCE WHENEVER SILT FENCE IS % ,~F`,~F••~•IN6•• VERTICAL OR ALONG ANY CHANNEL OR WATER COURSE WHERE 50 OF BUFFER IS NOT PROVIDED. ~
PROVIDED. RFY 0.
qunu~?' RISER BASIN •03
c. ENTRANCE(S) SHOULD BE LOCATED TO (2R
PROVIDE FOR MAXIMUM UTILITY BY ALL N.T.S.
COMPACTED SOIL CONSTRUCTION VEHICLES. INSTALL BERM AT END 2' MIN Section through embankment and basin control
OF EACH DAY OF GRADING
d. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR ©Copyright
DIRECT FLOW OF MUD ONTO STREETS. The use of these drawings
W LEI 3 MIN. DEPTH F~,o PERIODIC TOPDRESSING WITH STONE LENGTH AS NECESSARY SEDIMENT PIT without written permission
- - -y T P I A E AT A POINTS OF " III SILL BE NECESSARY; KEEP SOME HANDY. NO ES. A PL C BL LL ~ i _ I I-' i'[""i i'I-i i'i-i i"-i ' I-III-I 11=I' i'1= I I I I TO GO THRU DIKE RIP RAP do WASHED STONE from the architect/engin
- L 1J1~ I-III-III=III I i I-ITI I 1=III=1 I ~I I I- - _ - _ - • - - - INGRESS & EGRESS UNTIL SITE Is III I I~ I I I-I I_I I l i . ~ ~ ~ I I_I PIPE Z FILTER BERM eer is prohibited. Violators ~ (CMLD STD 30.12) will be subject to legal 1' M N. oction.
II-1~11_~=III-II=====__-- K F I -III-III-ITI-T - - - - STABILIZED FREQUENT CHEC S 0 I ~ ~ I I (T ~ III-7 I I-III- I - e. ANY MATERIAL WHICH STILL MAKES IT , - I I~ I I I I f-I I I- DIMENT PIT
--~-1 I ~I I I=1 11=) I I. III=1 I I=1 I I=III=1 I I=1 I I=1 I I=1 a=1 I I I-III-III-~ ~ ~ ~ ~ ONTO THE ROAD MUST BE CLEANED UP THE DEVICE AND TIMELY iD+12" FLEXIBLE PIPE
IMMEDIATELY. MAINTENANCE MUST BE PROVIDED. FLEXIBLE PIPI 6' TYPICAL
STAKE- STAKE • ' Ir
T1E DOWN AT END AWN AT END , ' '
. SEEDING SPECIFICATIO
4' MIN • 4' MIN • '
P~ ~0 DIAMETER (D) , ' 3:1 SLOPES OR FLATTER
~~G J0/ • Itural lime of the rate of 90 lbs. 1000 S,F,
SILT DITCH S T e EC ION , 1. Apply agricu / TAKES• 2. Apply 10-10-10 Commercial Fertilizer at the rate of 20 Ibs/1000 S.F.
N.T.S. 1p~, 3. Seed in accordance with the following schedule and application rates:
Mi • EARTH DIKE
N ~ • AT LESS THAN 1!G SLOPE RIP-RAP APR DATE TYPE PLANTING RATE % sLOPE
' - scue 300 lbs. ac. or 7 Ibs. 1000 S,F. August 15 November 1 Tall Fe / /
L =The distance such that points EXTEND TO EDGE OF DISTURBANCE ''November 1 -March 1 Toll Fescue 300 Ibs./ac. or 7 Ibs./1000 S.F. and Abruzzi Rye 25 Ibs./ac. or .5 Ib./1000 S.F.
A and B are of equal elevation CONSTRUC110N SPEC~FICA110NS:
6" MIN aJ _ , or 7 Ibs. 1000 S.F. J THE INLET PIPE AND THOSE March 1 April 15 TGII Fescue 300 Ibs./ac / ~ 1. THE TOP OF THE EARTH DIKE OVER
DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1 FOOT Z HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. April 15 -July 30 Hulled Common 30 Ibs./ac. or 1 Ib./1000 S. F. Q
40' max, on slopes 2% greater J 2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING Bermuda Grass
100' max. for flat areas of 1% to 2% BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE. U _ W 3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF July 15 -August 15 Tall Fescue and 300 Ibs./ac. or 7 Ibs./1000 S.F. Z
EMP i Y11WG iW 0 A i'X'STL1R1>E'D AREA. Browntop Millet 35 Ibs./ac. or 7/8 Ib./1000 SF
COARSE AGGREGATE 4, THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE r hum Sudan 30 Ibs, ac. or 3 4 Ib. 1000 SF Z W U HALL BE HAND TAMPED IN 4 LIFTS TO THE TOP OF or So g / / / J sECnoN s Hybrids ~ J J
2-3° A B THE EARTH DIKE, O
L=100 5. FOLLOW-UP INSPECTION ANO ANY NEEDED MAINTENANCE SHALL ~ o o s.F. J " ~ Z BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY 4, Mulch with straw applied at the rate of 1.5 bales/ 0 C~ _
RESPONSIBLE PARTY OR HIS AGENT. W m Z
6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT ~ ~ O TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE Heavily mulched during January-March period. O Z ~ FENCE,
TEMPORARY CONSTRUCTION ENTRANCE EXIT SILT FENCE. W W ~
.NOTES: N.T.S. F SLOPES GREATER THAN 3.1 TO 2;1 SLOPES ~ ~ z O d. I
Space check dam in a channel so that the crest FLEXIBLE PIPE SLOPE DRAIN eat the rate of 90 Ibs. looo s.F. J ~ 1. Apply agriculturol Ilm / W
N of downstream dam is at elevation of the toe of 2. Apply 10-10-10 commercial fertilizer at the rate of 20 Ibs./1000 S.F. > W Z N.T.S.
upstream dam 3. Seed in accordance with he following schedule and application rates: L~ > Q ~/~~W]
0% SLOPE V J ~ .J DATE TYPE PLANTING RATE - Z 1 W
MIN. ~ Y
Q i-I e'-1 NOTES; March 1 -June 1 Sericea Lespedezo 50 Ibs./ac. or 1.5 Ibs./1000 SF ~ Z w
x x 1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
1.5' MIN. ~ TO BE DESIGNED BY THE ENGINEER, March -April Add Tall Fescue 50 lbs./ac, or 3.5 lbs./1000 SF 5
9" MIN. 2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR or O RIPRAP APRON DESIGN STANDARDS,
March - June Add Weeping 5 lbs./ac. or 1/8 lbs./1000 SF
r- 3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END _ - OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF Lovegross
WIRE BACKING(MAX. OPENING SIZE 4"X4') METAL POST 2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR W
FILTER FABRIC BACKFILL MIN 8" 3 CULVERT HEIGHT. June - September 1 Tail Fescue and 60 lbs./ac. or 1.5 lbs./1000 SF 4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE Browntop Millet 35 lbs./ac. or 7/8 lbs./1000 SF
THICK LAYER OF GRAVEL - - SURFACE OF THE RECEIVING CHANNEL THE AREA TO BE PAVED OR RIPRAPPED or Sorghum Sudan 30 lbs./ac. or 3/4 lbs./1000 SF SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE Hybrids
FILTER FABRIC WIRE BACKING(MAX. OPENING SIZE 4"X4") SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL THE Hyb
METAL POST APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
14" 5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1 September - March 1 Sericeo Lespedezo 70 lbs./ac. or 3/4 lbs./1000 SF
PL-AN OR GREATER. (unhulled - 6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95X unscarifled)
-III= TIT fabric B 7, THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING Tall Fescue or 150 lbs./ac. or 3.5 lbs. 1000 S.F.
1 I I T~ III IJ. III-III III _ I I _ -I l i L CHANNEL SHALL NOT BE ALLOWED. Millet or Sudan 20 lbs./ac. or 1/2 lb. /1000 S.F. w
=1 I=-III-III=I I I=1 11=1 11=1 I I- " I' I I Ili- I I=1 11=1 I I=1~ - =11 (10 MIN.) 8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL F
=1 I I=1 I I-ITI=_1 I I-1 11=1 11=1 I I~ I I-1 I I-1 I I I I-1 I I-1 I I_ _ - III-1 I i-1 A I=1 I ~ ~=I 1 I=I ? I=i I I=III=I 11=1 11=III=III a 1=1 11=1 _l 11 III - =1 I BE PERMITTED. ***Temporary - Reseed September 1 at recommended rates. w
Class 1 or B Erosion Control V-TRENCH - 9. DEPENDING ON SOIL CONDITIONS, WASHED STONE OR FILTER FABRIC WILL BE „ O W W ATURAL GRADE NECESSARY UNDER RIP RAP. 4. Mulch with 3" straw applied at the rate of 50-90 lbs./1000 S.F. and 0 N
Stone COMPACTED FILL - :_I1 - !ll anchor with asphalt emulsion tack coat applied at the rate of 14-28 0. 10. ANY DISTURBED AREA FROM END OF APRON TO RECEIVHG CHANNEL MUST BE
=111=III-ITI TTT 11 STABILIZED, gals./1000 S.F. or 800-1200 gals./acre. RIP RAP I e
JH H I
SEED BED PREPARATION NOTES: Pro'ect No.
1. Surface water control measures to be installed according to plan. 51665
24" MAX. 2. Areas to be seeded shall be ripped and spread with available topsoil #5 WASHED STONE 3„ deep. Total seedbed preparation depth shall be 4 to 6 deep. BSW
at center EXTENSION OF FABRIC AND WIRE WIRE BACKING(MAX. OPENING SIZE 4"X4") NOTE: MINK INTO THE TRENCH PIPE NOTE: MINIMUM H-2/3 LAYER OF FILTER FABRIC
Filter fabric PIPE DIAMETER 3. Loose rocks, roots and other obstructions shall be removed from the ChDrawnecked b by TAB SECTION B-B DATA surface so that they will not interfere with establishment and
FILTER FABRIC METAL POST maintenance of vegetation. Surface for final seedbed preparation, at Dote Drawn 8/6/02
3 =111=1 I I=i I I-~ . _ OUTLET C6o dMAx THK. L W M H
10 7„ 11 16 20 23.5 2 3 finish grades shown, shall be reasonably smooth and uniform. Revisions
II 11=1 1-- - - WIRE 10A 8.5" 13" 19" 19' 20.5' 2 1' 4. If no soil test is taken, fertilizer and lime to be according to
W SECTION A-A -II 1=1 I I_ -I I I _ -I II I-III- - I _ 60 3„ 5„ 7„ 10 6 2 1. 5 seea'm9 specifications above. In addition, provide 15 Ibs./1000 S.F. 1 Revised plan per county
i i l-III-I - 1=~-~ 1= III- 70 57 8 11 12 14 2 1. 5 of superphosphate. comments 10.07.02 0I „ 23 2 2 5. If soil test is taken, provide lime and fertilizer according to soil 2
80 4 6 Revised basin 4 for Ph 2 9
Stone should be placed over the channel banks to keep water 8" 1 " 104 4 6„ 999 11 12.5 2 test report. diversion -1.16.03 1 3
o 4 from cutting around the dam. i i 105 4" 6" 9" 10' 11.5' 2 6. Lime and fertilizer shall be applied uniformly and mixed with the soli 3
0 120 21 9* 32 47" 42.5 46 2 3 during seedbed preparation. 4 10.29.03 County comments
to LO 208 9" 14" 20" 20' 22.5' 2 2' Sheet
i
CHECK SILT FENCE DAM RIPRAP APRON AT PIPE OUTLETS
o &N. T. S. N.T.S. 0
Q N.T.S.
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8 Ej~ B NT I PROP. 1( I 1 e \ \ t \ \ 78 SECTION NO. FLOOD ELE PROP. 100 YR. h FLOOD ELEVATION
0 728. W 805.7 \ \ \4 / 6'57141 x / 1 I 1 t \ \ ` \ 1 ? ,,--y 28.38 t SWIM STEAM ~ BUFFER NOTES
1 T' I 8 ~ 606.6 / - ' 0.5 729.; 729.50 1. THE STREAM SIDE ZONE OF THE BUFFER MUST BE LEFT COMPLETELY UNDIST
t I I o .2 8t l t V A\ r ~.78 _ 1 728.5 I 04.4 806.2 \ 1 1 t V I \ 2 728,93 THE MANAGED THAT ED USE ZONE, A LIMITED NUMBER OF TREES CAN BE REMOVED PROVIDED UNDISTURBED. PROP, 100 YR.
729.. 729 22 THE TREE DENSITY REMAINING IS A MINIMUM OF 8 HEALTHY TREES OF A MINIMUM OF 6 SECTION NO. FLOOD ELEVATION INCH CALIPER PER 1000 SQUARE FEET. REMOVAL OF EXISTING VEGETATION MUST
x - V A i v\ 4 \ 3 729.E t! / 1 V \ V A t 4 730.E` 729.80 PERFORMED IN SUCH A MANNER AS TO BE PREVENT DAMAGE TO THE ROOTS OF REMAINING 730.24 36 736.44 TREES. NO FILL MATERIAL CAN BE BROUGHT INTO ANY OF THE BUFFER
/ I I{ \ V A 1 1 \ V - 5 73 F 730.54 ZONES.
- ' 1 1 r ~ i \ \ \ t \ 790 06 6 c 730, 37 736.90 i 2. GRADING AND OTHER 730.55 LAND DISTURBING ACTIVITIES ARE ALLOWED ONLY IN THE UPLAND w 38 737.93 ZONE; HOWEVER, THESE ACTIVITIES MUST BE PERFORM F'
/ \ \ 7 734.E' 734.65 PREVENT DAMAGE TO THE ROOTS OF REMAINING TREES. GRASS OR OTHER SUITABLE
15 1 \ 1 ! \ I \ \ , 1 l \ ~R \ 8 734.E \ 1 _ \ / l \ \ I \ \ \ 9 734. ~ 734.60 38.1 738.02 38.2 738.32 GROUND CAN BE APPLIED TO THE UPLAND ZONE. w
10 734.92 39 00 w 746.57 3. THE OUTSIDE BUFFER BOUNDARY MUST B _
734.G 606 I \ ~ 9 1 \ 1 \ 1 ~.sr \ \ / I \ \ \ 6 11 7 _ II C 1 1 t \ 35.( 734.96 E CLEARLY MARKED BY ORANGE FABRIC FENCING d N 40 747.04 PRIOR TO ANY LAND DISTURBING ACTIVITIES AT THE SITE. 735.01 41 748.02
12 735. C 735.08 42 748.37 4. THE OUTSIDE BOUNDARY OF THE STREAM BUFFER MUST BE PERMANENTLY
~o / \ \ ` \ I \ \ \ 13 735.1 MARKED WITH AN 735.16 43 749 08 IRON PIN OR OTHER ACCEPTABLE PROPERTY CORNER MARKER AT STREET CROSSINGS AND
4 - ) I l \ 14 THIS MARKER MUST BE CALLED OUT ON PLANS. Pro'ect No. 735.71 44 750.63
15 735. ~ 736.1 \ 1 \ / \ 16 736.16 45 752.13
736.1 17 736.1 736.13 GRAPHIC SCALE 51665
18 7 \ 37.9 736.18 737.97 100 o Bo 100 200 400
U') 19 738.9 W A \ v 20 738.95 Checked by BSW
739.4 739.47 Drawn b BSW
\ 21 \ I / r, \ \ \ - 1 \ 740.2 740.23
3 ! \ ~ aaa 22 741.5 741.51 ( IN FEET) Date Drawn 08.06.02 1 inch = 100 ft. 743.26 Revisions
23 743.2 t 24 744.E 744.31
U) 25 745.2 745.22 1 c°Mn~ PA ;IN,7 PER wN
26 o \ r 746.4 746.47
1 I / a 27 746.7 NOTES: 746.74
28 751.5 751.50
Q _ _ \ \ \ \ \ _ r 29 751.5 1 I r \ / 751.50 1. SEE SHEETS C3.1 C3.2 AND C3.3
V 30 751.5 31 751.5. FOR 7 ENLARGED 51.50 AREA GRA DI NG PLANS. 751.52
1 / Z-796 32 751.4 751.48
33 751.7 751.79 2. SEE SHEETS C3.
1 34 752.0 4 C 3.5 C3.6 AND C3.7 FOR WET LA ND POND 7 DETAILS 52 .oo .
l IC3 J 35 753.11 753.16 Sheet
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~ ~ 3 CB 806.29 802.75 1 C3.9 (IN.) % LENGTH DIAMETER SLOPE O STRUCTURE ELEV. ELEV. REFERENCE N0. INV, N MATERIAL ,
I I ~ 3 802.75 2 802.40 68.00 2 CB 806.00 802,1 15 15 RCp 0 INV. (FT) (IN.) q; 0.51 V 69 CB 769.62 765,96 1 C3.9
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r ~ 67 766.40 68 765,85 38.00 15 RCP 1,45 ~ 67 CB 770,31 766,40 ~
57 800.20 56 800.05 23.00 15 ~ 57 CB 803.80 800.20 1 C3.9 15 RCP 0.65 69 765.96 68 765,85 21.00 15 ~
_ ~ 56 799.95 55 799,74 42.00 15 56 CB 803.75 799.95 66 CB 770.20 76 RCP 0.52 o v 15 6.70 68 765.75 62 762.50 W c RCP 0.50 181.50 15 RCP 1.79 ~
~ - 55 79 54 55 9.64 799.49 29.00 15 ~ ~ ~ _ _ CB 805.38 799.64 65 CB 766,30 762.80 H ~ ~ 15 RCP p,52 63 762,70 62 762.60 20,00 15 RCP 0.50 ~ I c
II - ~ - i~--_--- ~,Q 54 799.39 53 799.19 39.00 15 _ .~---~"c~ _ ~ 54 CB 804.85 799.39 64 CB 766.30 762.55 Q ~ w 65 762,80 64 762.65 21,00 15 RCP 0.71 ` ~ N 15 RCP 0,51 63
- P? 53 799. 52 09 798. ~P 53 95 23.00 15 ~ . 52 GA CB 803.47 799.09 CB 766.00 762,70 64 V ~ o 15 RCP 0.61 762.55 62 762.25 35.00 15 RCP 0.86 ~ ~ cv >
798.85 51 k ~ 798.36 49.00 _ _ ..w ~ ~ 52 CB 15 62 CB 766.00 762.00 ~ - 15 RCP 1.00 62 762.00 61 758.10 163.00 18 RCP r ^00 v
_..o~ r w 803.38 798.85 51 49 798.26 790.25 175.00 15 61 CB 762,04 757,60 2'39 (n N 15 RCP 4,58 61 757,60 60 757.30 51.00 24 RCP 0. ` o ~
~ - , ~ ' ~ -r~.~~» 51 MH 801.64 798.26 ~ ~ 1 C3.10 1 , 0~~0 ,.r~ . 50 790.15 49 _ 93.7 50 CB 7 789.94 41.00 15 ~ . _ 49 789.84 48 60 FES 760.00 757,3 59 ~ v U 15 0 9/C5.4 0 ~ ~ RCP 0.51 4 w ~z
2 790.15 1 C3.9 . ~ r. x ' / 783.22 169.00 49 CB 793.76 789.84 15 NOTE: PIPE SECTIONS 60 THUR 61 ARE TO BE GASKETED C = 15 RCP 3,92 B CATCH BASIN DRAIN BASINS SHALL BE BY ADVANCED ~
_ Sae- ~ ~ 45 782.80 46 782.72 15.50 15 _ _ ~ x x ~ 48 CB 786.77 781.84 0-RING JOINT PIPE. DI = DR Z u, o OP INLET DRAINAGE SYSTEMS, INC. WITH 12 SQUARE CAST v 15 RCP 0.52 _ v d- a~
- - ~ 46 782.62 47 782.40 41.00 15 MH - MANHOLE IRON ~ 15 RCP 0,54 LOCKABLE GRATES OR EQUAL UNLESS w o _
47 CB 786,77 782.30 47 782.30 48 782.09 42.00 15 ~p~.- x 46 CB DB = DRAIN BASIN NOTED OTHERWISE, ` ~ 15 RCP 0.50 ~ v v
- _ 786.35 782.62 r r~ 48 781.84 44 774,13 227, 00 18 45 CB 786.34 782,80 GRADING NOTES: YI = YARD INLET (j~ N ~ ~ L 18 RCP 3,40 ~ to U Q
` 44 773.88 43 - " 44 CB 7 772,95 49.00 24 I. REFER TO THE SITE PLAN FOR RELATED NO 24 RCP 1,g0 ~S• 15. STABILIZATION IS THE BEST FORM Of ~
- _.w 78.36 773.88 43 77 42 EROSION CONTROL. TEMPORARY SEEDING IS p_ 24 RCp 4.47 2. ALL CONTOURS AND SPOT ELEV NECESSARY TO ACHIEVE EROSION CONTROL ON DENUDED AREA5 AN
x 43 2.85 771.15 38.00 24 tag CB 777.44 772.85 ` . - ~ ~ 42 771, 05 41 770.85 ATIONS REFLECT FINISHED GRADES. D ESPECIALLY WHEN THE Q 0 CONSTRUCTION SEQUENCE REQUIRES IT. ALL GRADED SLOPES ARE TO BE SEEDED OR ~ 24 RCP
42 CB 775, 65 21.00 24 , ~ 771.05 - s. 770.00 41 770, 75 40 - _ I 50.00 24 ' 40 769.90 26 766.25 0,95 LANDSCAPED WITHIN 30 DAYS OF COMPLETION OF GRADING. Z ~ ~ 3. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, ANO THIS MUST BE VERIFIED BY ALL REMAINING AREAS ARE TO -c 24 RCP 1.50 THE CONTRACTOR PRIOR TO GROUND BREAKING. BE SEEDED WITHIN 45 DAYS. c
41 CB 775.89 770.75 r ~ ~ ~ v
40 CB 774.45 7 106.00 24 69.90 ~ . ~ 32 784.25 24 RCP 3.4 4 4, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO 0 18. PERMANENT STORM DRAINAGE EASEMENTS WILL BE MAINTAINED BY THE CITY WNER ANY DISCREPANCIES FOUND RE VEST. /COUNTY UPON
32 CB 31 779.45 123.00 15 ~ ~ ~ 787.83 784.25 31 77 a ~ gQg 9.35 30 775.90 88.00 15 RCP 3,90 BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION Q THE CITY/COUNTY WILL ACCEPT RCP SYSTEMS ON DOCUMENTS AND SHALL WAIT FOR LY. THE EASEMENT MUST ~i
31 CB 783.00 779.35 15 30 77 rn x ~ ; 5.80 29 772.58 84.00 15 INSTRUCTION PRIOR TO PROCEEDING, ADJOIN THE RIGHT-OF-WAY AND HAVE A RECORDED METES AND BOUNDS DESCRIPTIO • RCP 3,g2 N ~
r~ 30 CB 779.45 775.80 15 ~ - ~ ° . 29 772.48 28 768.55 97.00 15 RCP 3.83 5. CONTRACTOR SHALL VERIFY LOC 17, PUBLIC STORM DRAINAGE EASE ATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO MENTS ARE TO BE MAINTAINED BY THE INDIVIDUAL PROPERTY BEGINNING CONSTRUCTION, OWNER,
a 15 29 MH 776.13 772.48 1 C3.10 28 76 15 RCP 4.05 ;:.a~,~„~;
` 28 8.45 26 767,19 42.00 15 CB 772.10 768,45 .9 27 766,15 15 764.00 84.00 15 RCP 3.00 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK T 18. PRIOR TO GRADING, THE CONTRACTOR SHALL CONTACT THE ZONING ENFORCEMENT OfFIC ~ 0 EXISTING ER
0~ 27 CB 770.75 766.15 24 ` ~ ~ r - - z 26 767.09 25 765.59 39.00 24 GRADE. TO ENSURE THAT ALL TREES MARKED TO REMAIN WILL BE PROPERLY FENCE RCP 2,56 PROTECTION. D OfF FOR •r:~~,~r;
26 CB 770.54 767.09 15 ~ o ~ ~ 25 765,49 18 764.10 40.00 15 15 RCP 7. All FlLL WITHIN LI 3.85 MITS OF BUILDING AND PAVEMENT SHALL BE COMPACTED TO MIN. 98~ STD. PROCTOR. FILL IN LAWN AREAS SHALL BE COMPACTED TO MIN. 90~ STD. PROCTOR, 19• APPROVA_ OF THIS PLAN IS NOT AN AUTHORIZATION T4 GRADE ADJACENT PROPERTIES.
25 CB 769.16 765.49 ~p = ; 18 763.85 17 763.55 23,00 1 15 RCP 3,47 - REFER TO STRUCTURAL PLANS AND SPECIFICATIONS FOR MORE INFORMATION. WHEN FIELD CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED FROM
x -p x ~ % 24 CB 794. 8 25 790.85 24 790. r~', ~ . , W 85 23 790.73 18 RCP 1.30 THE AFFECTED PROPERTY OWNERS. 8, LIMITS OF CLEARING SHOWN ON GRADING P
' 23,00 15 o~ ~ - ~ ~ 23 CB 794.25 790.63 O a~ N , 23 790.63 22 786.00 119.00 15 15 RCP Q,52 LAN ARE BASED UPON THE APPROXIMATE CUT 20. PIPE SYS AND FILL SLOPE LIMITS, OR OTHER GRADING RE UIREM N TEMS LOCATED WITHIN PERMANENT STORM DRAINAGE EA
22 CB 789.56 785.90 ~ 'rZ 21 CB I 15 RCP Q E TS, TO BE MA SEMENTS IN CORNELIUS ARE 3.89 INTAINED BY THE CITY IN AN ON-CALL MANNER. THE CITY WILL NEITHER BE
~ 22 7 5 ~ 8 .90 20 779.39 170.00 ~ 15 -4'~ 782.96 779.50 21 15 RCP 3,83 9• THE PROPOSED CONTOURS SHOWN IN DRIVES AND PARKING LOTS AND SIDEWALKS ARE RESPONSIBLE FOR THE GROUNDS WITHIN THE PERMANENT STORM DRAINAGE EASEMENT NOR FINISHED ELEVATIONS INCLUDING PAVEMENT. REFER TO PAVEMENT CROSS SECTION DATA TO REMOVAL OF ANY OBSTRUCTIONS IN THAT AREA.
779.50 20 779.39 22.00 15 I i I ~ ` ~~r ~ 20 CB 782.96 779.29 -P,` ~ 20 779.29 19 772.90 167,00 15 RCP 0.50 ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE COURSE ELEVAl10NS TO B
~ - 19 CB 776,45 772.80 15 I Oa . UNDER THIS CONTRACT. E COMPLETED 21, THE DEVELOPER SHALL MAINTAIN EACH S 15 RCP 3.83 TREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF THE
x ~r , ~ 19 21.0 772.80 17 763.80 2 0 15 I W ~ ~ CB 18 767.95 763.85 15 RCP 4,07 10. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN STREAM ALL DEBRIS, LOGS, TIMBER, JUNK, AND OTHER ACCUMULATIONS,
~ ~ ~ ~ ~ 17 76 ~ " ~ 17 3.45 16 762.00 44.00 18 I r J w ~ ~ x CB 767.80 763.45 FLOW ACROSS NEW PAVEMENT AREAS TO NEW OR BY GRAVITY 18 RCP 3,30 OVERLAND. EXISTING DRAINAGE INLETS OR SHEET 22. MECKLENBURG COUNTY ENGINEERING DEPARTMENT HAS NOT REVIEWED THE STRUCTURAL
~ ~ 16 761.90 16A 759.40 88.00 18 x o0 16 CB 766.09 761.90 F 18 RCP 2,84 STABILITY OF ANY RETAINING WALLS ON THE SITE AND DOES NOT ASSUM
0 c~ ~ V ' ~ ' ~ 16A 16A 756.40 10A 755.00 51.00 18 ~ "r ~ , ~ , CB 763.27 756.40 E FOR THEM. E RESPONSIBILITY ~~?runrrrr 18 RCP 2,75 11. ON-SITE BURIAL PITS RE4UIRE AN "ON-SITE DEMOLITION LANDFILL PERMIT" FROM THE ZONING ADMINISTRATOR. ASSQC
~ ; ' ~ 1 15 763, 50 14 762, 30 36.00 ~ ~ ~ w 15 30 f ~ ~ ; CB 768.80 763.50 30 RCP 3.33 23. "AS-BUILT„ DRA G~.••'"'•••. ~ WINGS AND PLANS OF THE STORM DRAINAGE SYSTEM MUST BE SUBMITTED ~ ; • suevfy •;9 ;
w rn ' 4 14 762.20 13 ~ 754.79 86.00 30 f , ~ , ~ C~' 1 ~ 14 CB 766.35 ~ ~ , ~ , x ~ 762.20 13 7 30 RCP 8,62 12• ANY GRADING, BEYOND THE LIMITS OF CONSTRUCTION AS SHOWN ON THE GRADING PLAN IS PRIOR TO SUBDIVISION FINAL INSPECTION TO THE CITY ENGINEERING DEPARTMENT IN ` ~ ~ ~ ; g ~ m,
54.29 12 753.73 111.00 36 ~ CB 13 f 763,15 UBJECT TO A FINE. ACCORDANCE WITH CORNELIUS SUBDIVISION ORDINANCE, ; ~ ; 36 RCP 0,50 . o ; _ ; .
t ~ ~ ~ ~ 12 753.23 11 753.03 41,00 42 ~ ~ 12 CB F 759.29 753.23 11 C 608 42 RCP 0.50 13• ALL "CMLDS STD." NUMBERS REFER TO THE LATEST EDITION OF THE 24, RETAINING WALLS DESIGNED FOR CRITICAL AREAS (I.E„ ON PROPERTY LINES AND R W MAY ' • • '
h , ~,x~_ to 7 11 52.93 10 752.75 35.00 42 F ' ~ ~ ' CB 759.40 752.93 CHARLOTTE-MECKLENBURG LAND DEVELOPMEN REQUIRE PE SEAL. : Z T STANDARDS MANUAL. . 2 42 RCP 0.50 ; ~ a°•; ,7 ;
'~o ~ "®D' 1 ~ ' ~ ~ ! ~ t. r~~ ~ , , ~ x 10 FES 759.00 753.90 NOTE; PIPE SECTIONS 14 THUR 10 ARE TO BE GASKETED 0- 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS
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DETAIL, DESCRIPTION 2
C3.4 PROPOSED CATCH BASIN
• ~CA r > ~ y ti
3/C3.4 PROPOSED DROP INLET OR 6/C3.5 Pro'ect No.
PROPOSED YARD INLET/AREA t Ln rn ~
DRAIN 51665
1/C3.5 PROPOSED MANHOLE , t t 1 I - 1` +
° co A 5/C3.4 I YAONITIC Checked by BSW
PROPOSED HEADWALL 14,
CO PROPOSED CLEANOUT k Drawn N ~ b 8SW
00 / Date Drawn 08. 06.02
kn 1 STRUCTUPF ^ Tpr Revisions
F r ~ 1 CURB 3 DE1EN110N CHANGES PER
~EXISTING STORM DRAINAGE LINE `
PROPOSED S TORM DRAINAGE LINE GRAPHIC SCALE
r EXISTING CONTOUR LINE r r' ~ 60 0 30 so Isa
a 600 f ~ PROPOSED CONTOUR LINE. 210
( IN FEET
0 ! inch = 8o ft.
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. - . ,y . _ ~ y W W ,r y 733. ~ ' ~Q TYPE OF TOP(STRUCT) INVERT DETAIL FROM TO x l N0. LENGTH DIAMETER SLOPE C v~
l _ 1 STRUCTURE ELEV. ELEV. REFERENCE MATERIAL c ,yti. IN. - ' S N0. INV, NO. INV. FT
~i ~.1 2 . ~ ~ Y _ fi'~. 70 FES 747.00 744.40 9 C5.4 t` o
. j ~ ~ - ~ z , A~ ~ 798 748.73 79A 748.60 • 20.50 15 RCP 0.63 0 0 ' x 731.6 72 CB 752.85 744.55 1 C3.9 W ~
p _ - _ ~ m_ U.~•, _ ~ = - :25. ~~~4 ~ - _ , u » 732,6 79A 748.70 79 748.10 75.00 15 RCP 0.80 ~ - 73 CB 752.85 744.75 ~ v'
_ , w w ~ M ~ , F ~ ~ ~ _ ~ w _ . r . Y ~ ~ / J ~ W +ir w , ~ ~ 78 749.40 79 749.10 20.00 15 RCP 1.50 ~j ~ I ~ \ 74 CB 756.95 7 w 46.20 79 747.85 77 - ~ ~ N
y _ _ w. ~ Q 7 ~ , _ ,1 75 747.30 100.00 18 RCP 0.55 i. _ CB 757.00 753.50 V o
,1 ~ , s , ~ . ~ - l~ ~ ~ ~ 90~ v ; t w ,ti °-:WE11~11~D PON ~~i ~ . a - - ~ r ~7s5. ~ 1.__ 1 4, - 77 747.20 76 746.95 46.00 18 RCP 0.54 ~ N ' 76 CB 756.85 746.8
t t r "1 Z r, ~ ~ : f W . Q I *ye ,y , X - ~ ~ , . ,y ~ y ~ ~ i~ ,y, w w y W ~ w~ i ~ _ \ 5 76 746.85 74 746.70 ~ ^ 00 U 29.00 18 RCP 0.52 y X32,2 7 77 CB 754,90 74 ~ ~ N x ~ 7.20 75 753.50 7 0
i r i - - - r r ~ w ~ w w~., ~°~~w . , - ~ ~ r - " ~ y . 78 4 752.50 51.00 15 RCP 1.96 ~ ~ U CB 752.90 749.40 0l`
~ ~ . - ; w y r y - ~ cS - , ~ / . - 74 746.20 73 744.85 223.50 24 RCP 0.60 Q w z ~
° ~ ' - i I 7 . . ~ i . e fi ;J ~ ~'Y 4 ~ . ~ \ W ` 7 3 79 CB 753.00 747, 85 • o 73 744.75 72 744.65 20.00 24 RCP 0.50 ~ 00 0 79A CB 752.33 748.70 Z v, o v
F I i t ;r" 99 ~ 7 ~ v +L Y r ..r' ~ ~ Y - Y - ~ - ~ f. r• ~ w Y ~ ~ Y ~ y ~ 72 744.55 70 744.40 3. ~ 4,6 79B CB 7 0 00 24 RCP 0.50 v d- a~
i . , ~ ~ 1 w w W y . 7 Y . , ~a ~ ~ r, i _ ~ ~ ~ . ~ ~ ~ ~ r x ~ A : - y ~ W , g 52.23 748.73 ~ w o Z 733 x ~ x ~ o~ y Ur ~ yr. '~i•
~ y e y . i ~ . u., \ t . _ i ; - ~ ` ~ ~ ~ Y ~ r~ , 7 t 0 ~ ~ 89 753.50 88 00 v v ~ ~ ~ u 80 F 753,39 21.50 15 RCP 0.51 W N ~
1 ~ , , y . - ~ ~ _..r ES 740,00 734.95 9 C5.4 \ ' w ~ - w - " y ~ 88 753.29 87 750.95 125.00 15 RCP 1.87 ~ U Q ~ 80A JB 752.50 735.34 ~
Y , - \ N..e . V ~ . ~ , 0 F ~ ~ r , ~ 72 CMP ~ ~ ,'TYP ~ ~ _ ~ ,w ~ r , J: i 731.9 ~ 2 C3.9 87 750.85 86 748.60 1 v 81 JB 24.00 15 RCP 1,81 a
j,' ` ~ , ~ T „y 05 B2 ~~~o. r - ~ ~ ~ e ~ 101 ,a r ~ ; , ~ Y _ ; . ~ 65. _ 1 6 y a ~ x 755.78 73 y y ~ 5.90 85 748,35 v y ~ 73'x. - 86 748.20 29.50 15 RCP Q 0.51 ~
. Y. r - s - ~ ' ~ ~ ~ Y w._ ~ ~ , ~ 82 JB 759.33 744.30 y y ~ ~ 86 747,95 83 747,55 79.00 18 RCP 0.51 ~ ~ 733.3 ~ , Z ,
F. - ` , F, r ~ : $.Zr ~ . , ~ ~ Y r , , P ~ _r , a _ ~ ~l` / ~ . d y ~ y " w ~ ~ 83 JB 753.28 746, 05 ~ 84 750.00 83 748.00 32.00 24 RCP 6,25 ~
~ - ~ ~ , \ ~ ~ , . Y ~ . ' ' Ill~l~ ~ ~ ~ s.. , / ' 84 HDW 754.00 750.00 83 746.05 ~ f 82 744.40 325.50 36 RCP 0.51 J
, - ,r j ~ r , ` v y ~ 85 CB 751.89 748,35 1 C3.9 l ` y ~ 82 744.30 81 743,70 121.00 36 RCP 0.50 ~
fj._~ ~ ` _ . ~ 1~~s J ~ ~ , } 9 » . 97 ~ , ~ , , 1 ~ ` ~ ~ 86 CB 752,14 747.95 ` _ 731.4 92 747.10 92A 744.95 73.00 15 RCP 2.95
Y ; , r ~..r r , ~ ' , ~ r. ~ t ~~,i~~ . 70 x _ - _ _ ~ i , 1 { ~ ~ 1~\~';°, _ y x 11 ~ ~ 87 CB 754.50 750.5 8 92A 744.85 94 744.10 57.50 15 RCP 1.30 " ' ~ w
'l ~ ~ ~ ~ ' f , , ~ ` ~ _ ~ CB 757.00 753.29 y, „ 93 747.65 94 744.10 1 . 30,`1,;, y 03.00 15 RCP 3.45 " '
INV I . ~ Y ti , - ~ ~ . ~ 1 , J j ~ 743.00 ~ • . - 'r ~ , 89 CB 757.00 753.50 • ~ • 90 741.75 91 741.65 19,00 15 RCP 0.53
0 ` r ~ , _ ~ ~ o x ~ _ Y ~ . , _ , i , ~ , ' 1 . ~ ~ ~ ` 90 OI 745.00 741.75 _ . ~ 3 C3.9 91 741.55 94 741.45 20.00 15 RCP 0.50 ~
1/ -~1 98 A - S u56.9. 7 5 ~ ~ J J s- - - ~ ~ - 747.41 741.55 1(VETt.A~? PQI~ ~ 1 C3.9 94 741.20 ' " ` 95 740.70 91.00 18 RCP 0.55 "
i - i ~ ~ ~ l 1 1~~~ , , ~ , l~ Y , -d r- i ~ , ~ ~ ~ ~ ~r r ! ' :,-r _ t ~ ~ 1 ~ 8 ~ ~ , 92 CB 750.79 _ E SHAT C3.6 747.10 \ 95 740.70 96 740,20 100.00 18 RCP 0.50
~ _ ~ _ t , , r. , . , x ? 92A CB 748.43 744,85 9 ~ ~ 98 747, 75 97 747.05 96.00 15 RCP 0.73
- r , . ~ . 1 .w ~ ~ l ~ s~ 1 , ~ ~ : ~ 3 ~ f ~ t T ~ 1 ' ' t • 93 CB 751,20 747.65 k i i 97 741,75 96 740.85 82.0
ti X . . ~ ~ ~ . r F c _ f , 0 18 94 CB 748,43 741 RCP 1.10 ~ ~ ~ ~ ~ ,20 r ; 96 739.70 99 739.10 1
117 ~ ~ ~ . ti s f ~ rj gg - - , ' 08.00 24 RCP 0.56 ' ~ ' f, 95 MH 74 9.00 740.70 1 C3,10 99 739 - i ` ` ' ~ ~ r ~ ~ ~ 10 100 738.35 146.00 24 RCP
w F ' ~ S X , ~ 78 ~ Y ~ . , 0.51 ~ ? ~ , " ~ ; / ' ~ 96 DI 751.53 740.85 ; , ; ; , 3 C3.9 100 7 38.25 102 737,74 103.00 24 RCP 0.50
r ~ ~ ~ ~ ~ 113 F Y~ / ti - . , 93 F 77 ~ ~ ~ ~ - r . ~ r r' ~-7~5 ~ t , , ~ 97 ~ ~ ; ,~~.r z , DI 750.47 741.75 ~ , ~ ; , , .r : ~ , ; ~ 101 745.00 102 744.75 23.00 15 RCP 1.09
r .a > ~ , : , r / r 4. _ - ~ 9$ CB 751.34 747.75 1 C3.9 ` ' 102 737.74 103
~ ~ ~ ~ 1 ~ ~ 92 ` l ~ ~ , ti 7 11.5 ~,_.1~. ~ s1 737, 05 ° ' ' - ~ / ~ { 131.00 30 RCP 0.53 ' 99 MH 755.90 739.10 1 C3.10 103 736.55 81 735.90
. 747, ~ ~ f ~ 55 ~ , _ r ~ _ ~ w _ 7 L~ k 7 ~ . ~ r ~ , r ` 130,00 36 RCP 0.50 ~ - ~ r - _ " ~ 100 CB 751.00 738.25 1 C3.9
U ~ ~ ~ r , I ~ x~ ~ I Y 75 ~ 754 x _ , ~ i - ~ ~ , v r ~ 81 735.90 80A 735.34 112.00 36 RCP 0,50 _ 101 CB 749.34 745.00 ~ ASS ' f 0
~ ~ Y ~ _ ~ - i e~ 1 - m, ~ 80A 735.34 80 734.95 76.00 36 ~ ~ ~ ~ ~ ~ , ~ , - RCP 0.51 ~,t~•,...•... ,~i 102 CB 749.34 737.85 ~ ,r wnvFy •.,9,, ;
, -k. ~ - , ' r i ~ c ~ , ~f 4 `.r _ , 03 CB 751.61 736.55 , o • r ; N ,
~ , 85 > - , F, ~ .r ~ J ;''r ` 1,~ - ~ ~ 104A 746.00 104 743.5 119. ~'f 00 18 RCP - 80 ~ 2.10 ~ C 608 •
, ~ . r - , , / ,r a F F ; F t' f ~ F ~ f t 1. ~ ~ r' 1~, ~ ~ i ~ ti 104 FES 752.20 743.50 9 % ~ _ C5. ~ t% ~ ~ ~ 4 197 748.90 1 : ~ • •o
t ' e ~ ti ~ , ~ _ a ~ ~ ~ 7 ' / j „ ~ ~ ~ . ~ . ~ f o ~ -1.28 4. ~ l F 96 748.78 22.50 15 RCP 0.53 ~ ~ ~ ~ ` r 104A FES 752.50 746.00
74~ 4 _ ~ . ~I ~ vim, ~ ,r , f l ~ ~ 89 ~ A ~ ar ~ ~ ~ l i , : f ~ 196 748.68 195 741,25 130.00 15 RCP 7 _
`1 Y ) i V ~ ~ i ' t s, a 78a 4 88 ~ G r t ~ r r~ . . . w ~ 8 ' ~ ~ ~ ~ " < , I 195 741.15 193 7 , ; , , ~ , , ~ " , , , , ~ 34.80 132.50 15 RCP 4.79 ~ : ~ r, , ~ 190 MH 737.38 727.63 1 C3.10
. - 1i l ~ " , ~ 6 ~ F ~~~9 ~ . . 194 734.80 193 734.68 22.50 15 RCP 0.53 191 CB 735, 03 731.19 1 ~ C3.9 193 7
- - ' , _ ~ ~ ~ 1 / ~ ~F ~ r . t ~ ' . 6p, ~ ~ ~ ~ , . 34,58 190 733.85 41.00 15 RCP 1.78 04 191A CB 735.10 731.19
~ Y _ ~ L,, 4 ` ~ ~ 4 8 { ~ t , ; " 191 731,50 191A 731. ~ 29 16.00 15 RCP 1.31 191 B CB 735.50 730.90
_ . 30 ~ ~ f r 192 731.50 191 731.29 22.50 15 RCP J!'''a 0.93 $ , , v ~ ~ 192 CB 735.03 731,50 4
_ w _ , - r ~ ~ ~ ~ ~ , 13~~ i ~ ~ ~ ~ ~ - ~ 6713 X'` ~ _ _ ~ ~ , ,7 ~r r _-_.X, . 191A 731.19 1918 731.00 35,00 15 R ~ ..•FESS~o••.lr'% _ 193 CB 738.32 734 7 CP 0.54 ,.po Nq
1 , 1~ l , ~ ~ ~ + s 7, n s ~ X `"o ~ ~ `t I ~ f ~ r 0 p 191 B 730.90 190 730.25 97.50 15 RCP 0.67 194 CB 738,35 735.00
_m_ , ~ iq ~ ~ 4 ~'t J ~ ~ ~ ~ Y ~ - _ ~ i _w~. " ~ 202 733.00 200 731.70 20.00 15 RCP 6.50 sEAL 195 MH 744.80 740.90 1 C3.10 22937 ,
~ l ~ 7A~ ~ ~ k . ,r- 1 ~ I t ~ I ; ~ , ~ ~ ~ r ' r 204A 734.22 204 733.05 63.00 15 RCP 1.86 ; ' ~ 196 CB 752.40 748.80 ,
SINE ~ ` 1 C3.9 205 733.25 204 733,05 21.00 = 15 RCP 0.95 •,F ~ 197 CB 752.40 749.00 N,GINE~.
F ~t x i Y , . _ ~ ~ 1 { ~ % F~ \ . ~ r , ~ , F,,,,, ~ , V ~Y U? p 204 732.80 203 732.08 144.00 18 ~ 198 CB 734.22 RCP 0.50 N S.
~ r, , i r` F ` , ~ ~ ` ~ < ~ , r ' 730, 70 ~ 203 731.98 201 730.05 323,00 18 r~Z RCP 0.60 " 199 CB 734.22 72 ~
_ - ~.wti _ ~ ~ ~ ~ ,9 ~ r~-=-~- %~Y ass 1 ~x 4 u I 8.84 ~ l ~ 201 729.95 200 729.83 22.50 18 RCP 0.
~ ; ~ 't ~ ~ ; E _ ~ , - ~ ; , ~ i ~ 1 D ~ < : \ ~ . _ ~ ; l , ~ i ~ 1 i 1 ~ , ~ 199A CB 53 l i ~ 734,85 728.45 200 7 ~ p ; 29.73 199 729.34 76.00 18 RCP 0.51
' ~ ~ , , 200 CB 735.35 729, 73 198 730.70 199 730.58 22.50 15 RCP 0.53 ,1 ~ ` r ; ~ " 201 CB 7
i F ~ ti i ~ 1 Y~ ~ i ~ ,i , ~ i 1 ~ 35.45 729,95 199 7 ; 28.84 199A 728.55 58.50 24 RCP 0,50
r 7 l ~ ~ ~ ~ t '747,14 ~j ~ ! 68.5 ~ ; 1` ~ 202 YI 736.50 733.00 11 6 C3.9 199A 728.45 _ N _ 190 728.03 84.00 24 RCP 0.50 ©Copyright
, r' ~f ~ ~ ~ ~ ~ I .x - i ~ r ~ f / / ~ Q` ~ r ` ~ , ~ , ~ i r Y ~ { 1 f / r~ t - . ~ 203 CB 738,97 731.98 1 C3.9 The use of these drawin 2 ~ ~ ~ ~ _ 0 - ~ ~ 1~ ~ 190 727.53 206 725.00 156.00 30 RCP ge
\ ~ ~ p ~ ~ ; _ 75 i, ~ r~, + I s 7 204 CB 736.59 732.80 1'62 without wri 7 tten permission 5~ ~ ~ - , _ - ' : ; 206 724.90 207 723.96 189.00 30 RCP 0.50
204A CB 737.77 734.22 from the architect/engin- ~ r ,y 207 723.86 208 723.25 110.00 30 RCP 0.55 eer is prohibited. Violators
205 CB 736.76 733.25 will be subject to le al 9
206 MH 735,65 724.90 1 C3.10 action, 210 729.00 211 728.75 91.50 18 RCP 0.27
207 CB 733,98 723.86 1 C3.9
~ ~ ~ , : o , ~ s ti ~ , . . 210 FES 733.00 729,00 9 C5.4
i r z ~ F ~ ~ ~ t! Y Y f F ~ ~ e ~ ~ _ ~ ~ i ~ ~ n a ~ i ! I I- i r ~ r i ~ ~ ; ~ Y Jig" ~ ~ Y' j r " 211 FES 733.00 72 . 875 9 C5.4
. ~ ~ ~ ~ ~ , t ' ~ ` i ~ i ~ 1, t ~ / ; ti a ~ Y %`752.8 , _ " ~ ~ X ~ ~ ` ; NOTE: THE FOLLOWING PIPE SECTIONS WILL BE 0-RING GASKETE
r - x xc. I ~ 1 ~ ti , ~ ,,..755.1 u~ ; t x D JOINTS .,,..755.1 CB 208 TO FES 190
F ~ ~ t r. ~ ~ 1 I t S , „ r i~ f ~ ~ t ~ CB 74 TO FES 70
~ ~ ~ ~ ~ ~ ~ r ~ t ~ - A ~ 1 Y 754.4 ~ , ~ ~ ~ ~ ~ ~ ' F 754,5 f . f, _ ! _ , ' 736 ~ ~ ~ ~ ~ :7 ~ 55,3'': 753.6 I ~ JB 81 TO FES 80
r ~4~ i 1 Y ~ ~ E ~ ~ ~ - ~ F ~ ~ 75.6 ~ _ ,v , ~ ~ I X s t ~ x r X E F {X . ~ ~ ~ ~ ~ ~ 81 ` ~ ~ _.W ~1 - a~ r. _ n_ u
~ ~ ~ . a ~ ~ ~ 4 X36,1 . ~ , ~ , t.. F ~ ~ 2. x f,~ - . l 7 S88 3~ 22 ~ ~ _ . - ; ter.., ~ ~ ~ _
_ _ ~ 735. F , ~ - ~ 0 _ 16, r / 5.2. p.
i ~ ...,,.4~. ~ l 1ti w.. / / ~ n FI• 7 r 1 ~ , 7 4. _ / ~ .mow ~ . _ `
` , X ~ 1 ._w .l~ ~ t ~ ~ ~ . ~ s ~ i ~ ire ~ 1 ~ ~ ~ , , ; ,r. i k 757.9 ~ - _ ~ - - ~r - . ` 75
r. 735>~` ~ i , , ~ _ - _ i . 4 - ~ X ~ CB = CATCH BASIN DRAIN BASINS SHALL BE BY ADVANCED ^ . _ . DI = DROP INLET y
,a ~ ~ - - w,w a ~ ~ ~ ~ y - { t ~ DRAINAGE SYSTEMS, INC, WITH 12 SQUARE CAST ~ MH = MAN
735.6 ; g g . g - F 4 ~ . w , HOLE IRON LOCKABLE GRATES OR EQUAL UNLESS
-r- . e _ _.r . ~ . .w ~ F s r ~ { 75 ~ a x ~ l a{ ~ g r ~ { < < ~ , ~ ~ - 1 " ~ DB = DRAIN BASIN NOTED OTHERWISE. ,.I 0
It' x732. { - v... { x I ~ ~ ~ ' _ ~ ~ , . , ' ~ ~ ~ YI = YARD INLET z ~ ;,r . Q ti
, ~ 734.3,' . ~ , ~ ~ ~ ; ~ ~ ~ _ - w - - - --t ~ , w _ w ( F { t . - ~ 5 ~ i .,a t - - rt-~--- ~ ~ ~ ; ~ i ~ GRADING NOTES:
~ , 04 - , , ~ ~ ti~ ~ ~ < , - ` - t , _ ~ ~ 9 4 ~ ~ 33.5 ~ ~ U1 U ~ t ~ ,
1 , l ~ ~ ~ . _ - . , ,r ~ _ . _ , x ~ ; ~ ~ ~ ~ ~ ; 1 ` 1. REFER TO THE Z ~ s ~ SITE PLAN FOR RELATED NOTES. ' - Z 1
PA } _ _ ' ~ U Z Z. ALL CONTOURS AND S?CT E'LEyATi01WS REFLECT FINISHED GRADES. n' J _ ~ J
O ` _ _ 3. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMAR
0 - 42.6 - ` K, AND THIS MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO GROUND J , . ~ - BREAKING. Z ' ~
~ ~ . _ a ~ ` # ~ ~ - . , ~ X ~ _ - ' ` • , r w~ m ~ Z << _ ` 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD CONDITIONS AND ~
i 733.3 p _ t 1 i ~ r (~5 r - ' ~ 1, , CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR IN ~ Z ~ 1, , STRUCTION PRIOR TO PROCEEDING. w ~
~ F _ ~ . 0 . ' w ~ ' S. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING CONSTRUCTION. rl ~
_ r ~ ~ w w, . , ~ o' - , ~ _ . , 0 _ ~ „ " J o I r ~ O~ _ / ~
. p , ` . _ s S ~ { r ~ 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTIN W G GRADE. L J Z
_ ~ ~ ~ 1 ti - 7. ALL FILL WITHIN LIMIT 1""~ S OF BUILDING AND PAVEMENT SHALL BE COMPACTED TO MIN. 98~ S w ~ Q W
4 ~ e ~ _ _ - .'rte: 1 Ff.: 733. T - ~4 X q,. . p ~ 9 = TO PROCTOR. FILL IN LAWN AREAS t . ~ ' ~ J SHALL BE COMPACTED TO MIN. 907 STD. PROCTOR. REFER TO STRUCTURAL PLANS AND SPECIFICATIONS FOR MORE INFORMATION. V,J ~ w
9 * ~ t' ..a.,. u.. ~ ` Y ~ ? 1 ~ .e....-. ~ l ` r"" 8. uMIT J S OF CLEARING SHOWN ON GRADING PLAN ARE BASED UPON THE APPROXIMA W Y
. ~ . , y.v _ 3 . _ ~ , .v - . . TE CUT AND FILL SLOPE LIMITS, OR OTHER H- W GRADING REQUIREMENTS. Z
~ - ,,f,~ _ ` . ~ _ . ,i';" W ~ 9, THE PROPOSED CONTOURS SHOWN IN DRIVE ~
A\ 731 fi t~~ ; SAND PARKING LOTS AND SIDEWALKS ARE PINISHE~ FI Fvar~nNS iNri unitir. _
732 .6 a' FAVLMENr. REFER TO PAVEMENT CROSS SECTION DATA TO ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE-000RSE
S ELEVATIONS TO BE COMPLETED UNDER THIS CONTRACT. O of
, 10. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WI IL LL DRAIN BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS J
TO NEW OR EXISTING DRAINAGE INLETS OR SHEET OVERLAND. J 11. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM THE ZONING ADMINISTRATOR.
w ~ W ^ s 73 .2
738.4 x v 9 , , 738.4 W x 12. ANY GRADING, BEYOND THE LIMITS OF CONSTRUCTION AS SHOWN ON THE GRADING PLAN IS SUBJECT TO A FINE.
' r r ` w w °x. 730.2 7219
x xI 731.4 13. ALL "CMLDS " J~`737.6', _ STD, NUMBERS REFER TO THE LATEST EDITION OF THE CHARLOTTE-MECKLENBURG LAND DEVELOPMENT STANDARDS
F , \ x MANUAL.
X44.6 W , W 733.9 x r 9 B is w W Xw w i x ~ . ' 730.2 W Y 1 ~ 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS SUBJECT TO A FINE.
91 ? 15. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON
w x.11 , 14, 4 DENUDED AREAS AND
, 1 ~ r, 731.9 w W W W W 8 ; ESPECIALLY WHEN THE CONSTRUCTION SEQUENCE REQUIRES IT. ALL GRADED SLOPES ARE TO BE SEEDED -7 N 4 OR LANDSCAPED WITHIN 30 DAYS OF COMPLETION OF GRADING. ALL REMAINING AREAS ARE TO BE SEEDED WITHIN 45 DAYS. r,
r i ~ 729.x` ' X \ . "7 r w w 73- 'w \ w 16. PERMANENT STORM DRAINAGE EA w F SEMENTS WILL BE MAINTAINED BY THE CITY/COUNTY UPON REQUEST. THE CITY/COUNTY WILL v
728,9 w W~ r ~+c X28.5 I ACCEPT RCP SYSTEMS ONLY. THE EASEMENT MUST ADJOIN THE RIGHT w -OF-WAY w w AND HAVE A RECORDED METES AND DESCRIPTION. BOUNDS o w
73!5.3 ' i w W w d' W 0 ,M a x
7 'S' e. 17. PUBLIC STORM DRAINAGE EASEMENTS ARE TO BE MAINTAINED BY THE INDIVIDUAL PROPERTY OWNER.
1 ' w W ,1 W , w w , " - ,hf' 18. PRIOR TO GRADING, THE CONTRACTOR SHALL CONTACT THE ZONING ENFORCEMENT OFFICER TO ENSURE THAT
d W W w W f 738.3C 731. , 9 y1, .4 TO REMAIN WILL BE PROPERLY FENCED OFF FOR PROTECTION. ALL TREES MARKED 38.3 ' ' -
w x x 730.9 \ ' 0 Pro'ect No. 19. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT
29,0 \ 9 728.1 OFF-SITE GRADING PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS. 51665
30`11 " . d. v v 732.1 20. PIPE SYSTEMS LOCATED WITHIN PERMANENT STORM DRAINAGE EASEMENTS IN CORNELIUS ARE TO BE MAINTAINED BY THE CITY IN
w , W w W /~?F f 4 V~ ! AN ON-CALL MANNER, THE CITY WILL NEITHER BE RESPONSIBLE FOR THE GROUNDS WITHIN THE PERMANENT STORM
1-1 k W , j f1fEASEMENT N DRAINAGE Che OR REMOVAL OF ANY OBSTRUCTIONS IN THAT AREA. cked by BSW 'r
7 3 , r Drawn by BSW 21, THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND SHALL b BSW 1 J '~`~PJ1~
REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS, LOGS, TIMBER, JUNK, AND OTHER ACCUMULATIONS. Date Drawn 08.06.02
i w 1. w Wr C 727. rr ~i 22. MECKLENBURG COUNTY ENGINEERING DEPARTMENT HAS NOT REVIEWED THE STRUCTURAL STABILITY OF ANY RETAINING WALLS ON
: y wy 1 ~ {f C Revisions THE SITE AND DOES NOT ASSUME RESPONSIBILITY FOR THEM. ~
V r. , , -7 91-1, 7 35. 4- 23. "AS ENTS - -BUILT" DRAWINGS AND PLANS OF TH 1 COUNTY COMM 10.07,02 E STORM DRAINAGE SYSTEM MUST BE SUBMITTED PRIOR TO SUBDIVISION FINAL
INSPECTION TO MECKLENSUPS - :^J n;Tv :_kC1+NEERING DEPARTMENT IN ACCORDANCE WITH CORNELIUS SUBDIVISION ORDINANCE. 2 DISTANCE PER COM MENTS 11.11.02
, 24. RETAINING WALLS DESIGNED FOR CRITICAL AREAS (I.E., ON PROPERTY LINES AND R W MAY REQUIRE PE SEA
.ool w
, THE MAINTENANCE OF THE WETLAND PONDS AN 25. D THE OPEN SPACES WILL BE THE RESPONSIBILITY OF THE HOA OF WESTMORELAND SUBDIVISION.
r d
i GRAPHIC SCALE 't
, : r r , w 8o 0 30 80 ,20 240 Sheet i
U r x ( IN FEET )
1 inch = 60 ft.
J J

,a J / / o . ~ y.- a`~ \'~'J ~ 732.1 ~ / l x i
r 98 ~ O\ s ~ _ \ ~ ~ ~ k ~ 1 ! ~ K
1 r / v V i - 1 5 ~ ~ v qT / W ......r ~ V 1 ~ ~ 11 1~ ~i~I 7 .o EDIA..E
a ~ f 4 w ~ \ ~ ~ \ / / y I y ~ ~ ~ ~ TYPE OF TOP (HOOD INVERT DETAI FROM TO
J, ~ f ~ i 1 I v I~, . ~ ~ v v,~ I ~ s N0. ) L 't , ~ 1 STRUCTUR LENGTH DIAMETER SLOPE • E ELEV. ELEV. REFERENCE NO, MATERIAL V
727. } y INV. N0. INV, (FT) (IN.) C
189 CB 766.55 763.00 1 C3.9 189 - ~ I v I r 763.00 188 762.85 21.50 ° 15 RCP 0.70 ~ •L
/ ~ 188 CB 766.50 762.75 18 ~ r,;1, 1 8 762.75 186 758.95 217.00 15 RCP 1.75 ~ r o
..p / ~ 187 CB 762.50 759.00 v \ x ~ 187 759,00 186 758.85 23.00 1 W o c h ~ \ 1 186 CB 762 5 RCP 0.65 ~ _
~ M .50 758.75 186 758.75 F' ~ ~ \ 2 ~ ~ 1 ( 18 181 757.50 114, 00 15 RCP 1.10 m ~
\ 5 CB 763.14 759.70 185 Q v I \ ~ • y ~ ` 1 759.70 182 757.75 73.00 15 RCP 2.67 - ~ ~ W
l J ~ j l r/fr / . ~ \ \ 9 ~ 184 CB 763.43 760.00 18 ~ N ~ ` 4 760.00 183 759.83 22.50 15 V o
( w 183 CB RCP 0.76 cn ~ ~ 763.43 759.73 183 759.73 1 ~ N > ~ w ~ \ \ 82 757.75 67.00
l / l//l l Vii' ~ r ~l ~ \ I 182 CB 761. 15 RCP 2.96 t r. ~ U \ ~ 28 757.65 182 757.65 1 ~ ~ N \ 81 757.45 22.50 15 RCP 0.89 p ~
d } 181 CB 761.03 757.20 181 ~ v U ' 757.20 177 756.75 51.00 18 RCP 0,88 0 ~ a~
7 l ~ 180 YI 757.95 754.40 Q z 6 C3.9 180 754.40 179 753.55 15.50 1 \ ~ 5 RCP 5.48 °
/ \ 179 CB 756.95 753,30 1 C3.9 00 a~ \ 2 179 753.30 178 753.03 Z ~ o
I l 1 /l l / 11 , ~ / / \ \ \ ~ t 7 /t/l l 11 J .s ~ ~ \ ~ \ . \ \ 178 CB 33.50 24 RCP 0.81 ~ \ 6,4 756.95 752,93 178 752.93 ° ~ 177 752.36 114.00 24 ~ o
760 / ~ ! / I 1r / i ~ , \ ~ \ \ I I I/l~ l// 1 ~ 1l \ \ \v Av... 72 x \ 177 MH 761.17 7 RCP 0.50 - W _ _ ~ \ 51.86 1 C3.10 177 751.86 176 750.1 ~ s
x 8 210.00 30 RCP 0.50 ~ oo v ~ ~ \ y 176 CB 761.20 750.71 1 C3.9 17 r ~ 6 750.71 174 750.53 W N °
1 \ 175 CB 35.00 30 RCP 0.51 ~ ~ U Q 762,00 758.45 175 758.45 ~ \ 174 757.30 51.50 15 RCP 2.23 v
\1 174 CB 760.85 750.43 1 ~ 174 750.43 172 749.20 245.00 30 n.
It J / J r~ ~ ~-~.~~f ~ v^~l ~ cv ~ 173 CB 758.50 7 RCP 0.50 v 55.00 Q \ _ ~ r ~ 173 755.00 172 754.65 31.00 15 RCP 1.13 ~
I rl l ~ 1 / r 2~ ll ~ 72~, 8 I 172 CB 758.23 749.10 Z ~
r ( t I / / ~ A 1 \ \ \ i? I 172 749.10 166 748.29 162,00 3 ~ CB 760.7 0 RCP 0.50 ~ I 1 171 4 757.70 171 v
x ~ 186 / 2 25 11 S~ ~ \ 76713 J ~ 1 { I { .y r I 1 1 3~~ \ ~ 757.70 170 756.58 34.00 15 RCP 3.29 v 170 CB 760.13 756.48 17 -I
I I d 1 \ s r'°~-~ ~ ~ 1 I ~ 118 0:&4~ \ \ 6.48 168 753.00 \ a S' 88.00 15 RCP 3.95 ~ \ ~ ~ 169 CB 756.57 752,90 16 ~ \ \ \ , ~ti'~\~ \ 9 752.90 168 752.78 22.50 15 RCP 0.53
I 1 I 1 6 v ~ I / J 1\ 1 v vAvvv J , I v i I/ J , _ I g 1 \ v l i 1! ~ ~ ,r J \ / v v v ~ ~ ~ 168 CB 756.57 752.68 168 rn
i ~ 1 / v / I / , 1 l . ~ J ~ 2 e ~ y v / / ! / \ II ~ d r / 0 ! 2 / ~ ~ \ ~ ~ ~ 752,68 167 752.45 46.00 15 RCP 0.50 \ ~ 167 CB 756.45 „~r \ ~ ~ 0 752.20 167 752.20 166 752.04
\ \ q 166 C 32.00 18 RCP 0.50 ;,,v;; \ B 756.78 7 \ \ \ \ \ _ \ a 47, 79 166 747.79 164 746.36 2 ~
y r r rl i 1 j d 1 t 1 _ / ~ l e , / I ~ / / r~ ~ ~ v \ f I o 165 86.50 36 RCP 0.50
~P / / ~ o r 1 3~ a \ \ \ I ~ ~ CB 753.72 750.25 165 750.25 \ \ \ \ ~ e . ~ 1 4 50.00 30.00 15 RCP 0.83 \ \ \ \ 64 CB 753.95 746.26 164 746.
765 / 1 I ! f ~ / ~ ( / / ~ \ P ~ J r i 1 180 \ \ \ \ ~ \ \ ~ i 26 159 745.45 177.00 36 RCP 0.46 \ \ \ \ \ \ ~ \ f 163 CB 755.88 752.00
/ / ~ / / ~u / / ~ \ t / / / / - ~ / ~ r I \ ~ \ \ t\ I 163 752.00 161 750.50 98.00 15 \ ~ I RCP 1.53 \ , \ \ t \ \ \0 ti\ 162 CB 754,16 750.75
/ / 1 ~ / ~ ~ \V 1 1 / I 131 / / ~ v i~ / / i f 1 f f I / v i \ \ I 162 750.75 1 \ \ t \t \ ~ 61 750.50 37.00 15 RCP 0.68 \ \ \ \ ~ } ~ , 7 161 MH 754.34 750,40 1 C3.10 161 750.4
~ / ! l/ J 1 i(I( \ x1 { ~ \ v\\L ~ / ! I f ~v 1 1 Ill \ L \ \ \ Z 0 160 746.90 98.00 15 ~ \ ~ \ 160 CB RCP 3.57
\ \e\ \ \ ~ \ \ 750,46 746.80 1 C3.9 160 746.80 159 746.65 \ \ti... ~ \ 31.00 15 RCP 0.50 11 ~ ~ \ \ ~ \ ~ I 159 CB 750.70 744.25
\ \ ~ 159 744.25 157 739.50 148.00 36 ~ ~ \ v ~ I 158 RCP 3.21 \ ~ ` ~ ~~~\~e CB 744.50 741, 00 158 741.00
~ ~ \ \ \ \ ~ \ 157 740.80 31.00 15 RCP 0.65 ~ \ ~ \ ~ 157 CB 744.78 739.05
/ / 1 / I I I ~ 1 ~ ~ / f ~p,~ \ .v \ ~ ~ ~ \ ~ 157 739.05 134 736.50 / \ ` ~ ~ .,g \ \ 1 42.00 36 RCP 6.07 \ ~ ~ 56 CB 761.90 758.35 150 758
\ ~ - \ .65 148 756.20 42.00 V \ \ ~,~~~v ~ 1( I 15 15 RCP 5.83
~ / f _ I ~ 1 76, / / ~ ~ 1 \ \ 5 CB 762.08 758.14 149 756. ~ ~ ~ ~ \ \ \ \ \\ti~ ~ /If 20 148 756.05 22.50 15 RCP 0.67 ~ ~ \ ! \ \ (l 154 CB
~ / / / ~ v 0`_ / l , 3 ~ / • I J ~~1 1 2 v / / ! / ~ ! 1 I i I E ~s - J ~ / ~ \ \ ~ / 753.40 749.75 ~ \ \ ~ \ \ 148 755.95 147 749.50 146.00 15 RCP t ~ / 153 CB 4.42
\ \ ~ ~ ti ~ \ \ 753.20 749.55 156 758.35 l \ 155 758.24 20.50 15 RCP 0,54 ,o ASSp
/ \ ~ ~ < ~ ~ \ ~V 1 a~ ~ 1 ~ \ 152 CB 7 \ \ ,~0, ~ 52.60 749.15 155 758.14 154 749.85 Ga.•••"'••~~~ \ s ( I } L a 1 235.00 15 RCP 3.53 wRrf,~•.,9 ;
\ \ i ~ , 51 CB 752,10 748.30 1 ; ~ : : ~ ; ~ X11 ~ 54 749.75 7 \ ` i ~ \ 153 49.65 20.00 15 RCP 0.50 ; . ;
~ ~ ~ ~ \ \ 150 CB 762.20 758.65 - ~ • • \ t I \ \ A.,1 V*'~ \ _ 153 749.55 151 748.55 49.00 15 C-608 ;
s / ~ / ~ t ~ ~ ^ ~~1 \ \ 149 CB RCP 2.04 , a ; ; , , • \ \ \ ~ 11 ~ \ 759.75 756.20 152 749.15 151 748.5 : 2 ~ ' ~ ; \ 1.,r 1 ? Il\ 11 5 24.00 15 RCP 2.50 ,~;•,2;
/ l I ~ o o ~ . 4 1 ` , \ \ \ \ \ ~ \ 1 ~ \U I \ 148 CB 759.75 755.95 151 7 ~ ~t \ \ ~ ~ 48.30 147 747.80 100.00 18 RCP 0.50 o \ ~ \ \ ,,y ~1 \11\ \ 147 CB 753.05 747.70 'o
\ \ ~ \ 147 747.70 146 741,40 166.00 18 RCP 3.80 `
_ A \ \ 146 CB 745.40 x ~ \ 741.15 14 \ \ \ q ^ ~ ~ \ t ~ 5 742.00 146 741.80 22.50 15 RCP 0.89
/ / / / / J ~ ~ 4 ~ 48.1 ~ ~ ~ I 145 48.4 \ ~ i,~ \ 1 ~ i j CB 745.40 742.00 146 741.15 \ ~ ~ ~ ti 134 737.80 80.00 18 RCP
~ 749.4 \ \ 1 i ~ 1 ~1 144 CB 4.19 \ 1 ~ „ ~ 1 ~ 766.75 763.25 144 763.25 I i \ ~ ~ , \ ~ 143 755.65 245.00 15 RCP 3.10
. ~ l ~ S / i ~ ~ ~ ~ ~ / ( p / / / / ~ ~ ~ / i i ~ ~ \ 143 CB 759.20 755.55 143 7 ~'J ~ ~ \ r , 55.55 142 753.95 41.00 15 RCP 3.90
/ / ~ - 110 l / 1 2 / / / 4 \ / ~ 1 14 \ ~ Y ~ 142 MH 757.50 753.85 ~ l ~ ~ i I 1 C3.10 142 7 \ i 53.85 141 748.75 99,00 15 RCP 5. „~0
/ / / r' / / ~ 1 I 199 l / 1 v / / / / 5 ~ \ ~ \ \ 1 11 141 MH 752.30 15 ssi'•••Z \ ~ t 1 748.65 141 748.65 140 745.25 68.00 of ~ °N r 15 RCP 0.50 ~,,QP s
r / ~ / _ _ 111 / / / s 3~ J I r / ~ / 1 / \ - J / ~ / 77 .7 ) / / 0 ~ ~ / r r ~ \ ~ \ \ ~ 140 CB \ \ t ~ 748.80 745.15 1 C3.9 140 745.15 139 744.9 \ 1 i } 4 42.00 15 RCP 0.50
f r • ` \ \ ` ~ 0 139 CB 748.75 744.84 139 7 _ SEAL _ ' I 44.84 138 744.68 31.00 15 RCP 0.52 - 22837 _
/ r / I / ~ ~ / s _ \ f o 1 ~ 7 \ \ ~ 138 CB 749.05 744.58 , ! 138 744.58 148 740.85 117.00 15
/ I / j~ I I I^ / I x ~ 50 , ,1 143 ~ I ( I / 1 ~ x 3 ~ lq - \ I ~ ~ 137 RCP 3.19 - \ \ CB 744.10 740.65 '••,,F a,•' ti ~ \ \ / I I 137 740.65 136 740.53 22.50 15 RCP 0.53
l l / r I ! 1 ~ 9 r / e v I ~ ~ \ \ F/ 1 136 CB •NcmE~~~ ~'y,~ ~ \ ~ I 744.40 740.43 136 7 • • \ \ l 40.43 135 738.23 ~ 1 \ ~ / I 1 35.00 15 RCP 6.29 ir~~~ S• ZJ
1 rn / / 1 / x / / s / o ~ \ \f ` 135 CB 741.78 737.98 ~ ~ 1 ~ 135 737.98 ~ 132 732.70 187.00 18 ~
_ ~ / ~ 1 - ~ / / 1 I ~ / t RCP 2.82 f ~ \ \ 1 ~ ~ 134 CB 741.78 737.25 134 ~ e I / 735.50 133 731.68 191.00 36 RCP 2.00
> x / / y , / I \ \ Ij q } i 133 CB 736.71 7 31.71 132 732.60 124 731.46 85,00
_ 144 I I I 1 / 54 x - / , ~ / r , I I 77 .5 ! / ~ 6 I ~ ~ ~ ~ 14 jdl ' 132 18 RCP 1.34 •O, 1 CB 736.71 732.60 ' 7 jj / 133 731.18 123 730.59 82.00 4
, t ^ ( 151 v° 1 I \ I f ~ ~ , I I d/ { } 131 CB 2 RCP 0.72 ~ 1 • 744.43 740.90 131 740.9
I ! Mj' ~ 1 1 _ _ , / 14 J 161 l I I I l ) 5 ~ . --~5 4 ~ I 1 tl( 0 130 740.48 83.50 15 RCP 0.50 _ I I l 130 MH 744.55 740.60 Co i ht y / 1 C3.10 130 740.38 129 738.95 89.00 1 © pK g
\ ~ t 5 RCP 1.61 The use of these drawin s 129 CB 742.50 738.90 1 C3.9 129 g - - ~ \ lf/ ! 738.85 127 737.75 36.00 without written r
I~ l ~ r - v > d l / 45 / ~ v ~ ~ ~ I ~ _ ~ 6 6 } 128 15 RCP 3.06 pe mlasion - 6 \ / ~ / / / CB 741.55 738.00 128 738.00 from the architect/engin-
\ / J / ~C/ l j 5 .0 / ~ ~ - j ~ / ~ v / / • ~ 127 737.75 12.50 15 R P C 0.20 eer is prohibited. Violators \ / ~ l / i ~l 127 CB 741.55 737.50 / / / 127 737.50 126 732.47 146.00 18 RCP 3.45 will be subJect to Ie al
i / (I ~ ~ , 126 CB 736.47 732.40 g
~ ~ \ f ~ ~ 77 ~ ( ~ / 750. 4 126 731.97 124 731.6 ~ action. / ,0 4 65.00 24 RCP 0.51 I f 125 YI 735.75 732.25 6 C3.9 124 7 1
t I \ 6 _ x ~ 1 ! ~ , / e,/ 3.14 122 730.00 163.00 30~ RCP 0.70 1 / ! ,~s j 124 CB 735.46 730.15 1 C3.4 125 73 .
a ~ 75. \ / I I i o~ i ~ I ) / / 0 2 25 123 731.92 25,00 15 RCP 1.32 1 / ! / 123 CB 735.46 730.95
l / t I S~ . x 1 I ~ 1 } / ~ ,r ~ 123 730.59 121 729.70 160.00 42s RGP 0.56 ~ f / r i 122 CB 733.98 730.05
j I 1 j s~ 122 729.00 121 726.70 21.50 42 RCP 7 / j I ! 121 CB 73 1.07 d i / I f 3.98 728.95 121 725.20 120 725.05
~ v \ r - ~ I I / j ~ 23.00 54 RCP 0.65 I / I i 120 HDW 740. / / j i 00 725.05 5 C3.9
'C 1~ 4 ~ _ / r l ~ I / 7/ I ! J I i 112 CB 753.75 750.00 1 C3.4
7 1471 , r r t l \ \ 21 \ \ - ~ \ / : / / l I 104A 746.60 104 742.00 119 18 / I11 111 CB RCP 3.36 / I 768.88 765.35
~ t r ~ , , ~ r I ~ I 1 110 C ( / / d . B 769.20 765.10 111 765.35
~ 1 { x / / { ~ \ ~ ~ ~ 5 r \ r r I l ~ f II1 110 765.20 30.00 15 RCP 0,50 / / I 109 CB 754.22 749.
1 \ I ~ ~ r 4 1 0 I 74.5 I I \ \ ~ t 4 j I 3 ~ I 74 110 765.10 108 750.50 225. q i i 50 15 RCP 6.47 ( i I ~ 108 CB 754.50 749.50
~ ~ \ 5 0 1 773 14 I / 1 I x \ , 10 \ r / ~Q I I ~ I 112 749.80 109 749.62 35.00 15 / / i 107 CB RCP 0.51
I ~ ~ \ i i~ I I , 752.23 748.98 109 749.52 108 749.37 / i 30.50 15 RCP 0.50 I 111 106 CB 752.53 748.40
L ti ~ t_ e i 6 / I q 108 749.27 107 748.85 83.00 15 RCP 0.51 / ( ii I 105 FES 748.35 74
~ / / ~ ~ ~ - ~ 171 / / / 1 1 8.00 9 C5.4 107 748,98 106 748.80 28.00
I / / v , ~ ~ 5. / 1 ! 1 \ 104A 15 RCP 0.64 ~ FES Z / 1 752.50 746.00 106 748.40 1 74 / / I ~ t ~ 05 8.00 36.00 15 RCP 1.11
/ / \ ~ ~ i g / 1 1 ~ 9 I 104 FES 752.20 742.00 / X11 I ~
1 / / ~ ~ ~ a 68 d / I NOTE: PIPE SECTIONS 121 THUR 120 ARE TO BE GASK NOTE: THESE SECTIONS OF PIPES ARE CLASS V RCP p q I Ili ETED
f ~ d ~ ~ 2 / r f r! / - r 6 r l 1 I ~ 0-RING JOINT PIPE. Z ~ ` \ I I q 4 Q I t
1 ~ I I _ - 768. o ~ \ 1 r ~ i 6 6 1 1 1 ~ 1 1
{ I- - - - ~ ~ r 1 1 r i ~ I/1 ~~o ~ x f r 1 r 1 ~ t ~ 1 ~ , CB = CATCH BASIN DRAIN BASINS SHALL B U ~ E BY ADVANCED Z
\ t ~ OI = DROP INLET DRA - t INAGE SYSTEMS INC. WI Z 6 , g:, _ TH 12 SQUARE CAST
~ l / I i / ~ 1 / ~ d 1 ~ a ( 55 _ I ~ I ~ MH MANHOLE IRON LOCK Z U I ~ ABLE GRATES OR EQUAL UNLESS a J \ ~ DB = DRAIN BASIN ~ \ NOTED OTHERWISE, ~
r / 1150 8 67.9 ,I 16 i ~ I ~ \ \ \ \ ` \ ~ YI = YARD INLET ~
/ l 1 ~ 2 / ~ I I ~ vv o \ \ J ~ -
I f \ ~ - _ _ ~ v 1 I 1 ~ \ / ~ ) \ ~ x \ ~ \ \ GRADING NOTES: ~ \ ~ \ \ Wm Z
/ ( / ~ l / 67.7 r \ l I I I / I / / \ ~ \ Z4 \ 1 • REFER TO THE SI 0 ~ \ TE PLAN FOR RELATED NOTES. W W -
/ ~ l ~ x i A IJ I/ ~ /1 \ 75.~ ~ ~ i { 8. 215 I . I I / \ \ ~ !1. ~ ~
s 1 \ / o I \ \ ~ 2. ALL CONTOURS AND SPOT ELEVA TIONS REFLECT FINISHED GRADES. O 4. ~ p I
/ 1 j x I i l l J\\ 1 4 \ r I d ~ 3. ALL ELEVA110NS ARE IN REFER W Z I \ \ ~ ENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO GROU
/ \ \ 8 1 I ~ BREAKING. ND I,.., W Z ~56. ~ W ~ Q I \ W
/ / ~ 1 ~ ~ / v v I J / ~ 8 ~ \ 7 7 ( x / ~ DWJ \ 4. THE CONTRACTOR SHALL IMMEDIA V ~ TELY REPORT TO OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD CONDITIONS AND ~ J
i i \ CONSTRUCTION DOCUMENTS AND SHALL WA ~6 ~ IT FOR INSTRUCTION PRIOR TO PROCEEDING. W Y i iI ~ W
1 J ~ 5, CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING CON Z
i 757.5 1 f STRUCTION, W rn
000-- 0 V / 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTING GRADE, 050;
1 - t 7. ALL FILL WITHIN LIMITS OF BUILDING AND PAVEMENT SHALL BE COMPACTED TO MIN. 98% STD. PROCTOR. FILL IN LAWN AREAS n
t SHALL BE COMPACTED TO MIN. 90% STD. PROCTOR. REFER TO STRUCTURAL PLANS AND SPECIFICATIONS FOR MORE INFORMATION. / / t J
w 1 / j 8. LIMITS OF CLEARING SHOWN ON GRADING PLAN ARE BASED UPON THE APPROXIMATE CUT AND FILL SLOPE LIMI15 / / GRADING REQUIREMENTS. , OR O1HER Z
/ / /
I 1~ I I 1 \ ~ i r I \ 1 \ I/ \I 6-2- / / 9. TH W _ / / E PROPOSED CONTOURS SHOWN IN DRIVES AND PARKING LOTS AND SIDEWALKS ARE FINISHED ELEVATIONS INCLUDING t / PAVEMENT. REFER TO PAVEMENT CROSS SECTION DATA TO ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE COUR
15 ~ ~ 161 76 A \ l 1 ~ . \ J x \ - 1-5 16 - ~ / \ I \ \ 5 156 7 _ SE / ELEVATIONS TO BE COMPLETED UNDER THIS CONTRACT.
/ t r t y 10. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS
\ e \ , v v 7 7bN 7 1 / r t TO NEW OR EXISTING DRAINAGE INLETS OR / SHEET OVERLAND.
1 \ \ \ \ 762.E 11, ON SITE BURIAL PITS REQUIRE AN "ON-SITE DEMOLITION LANDFILL PERMIT" FROM THE ZONING ADMINISTRATOR.
12. ANY GRADING, BEYOND THE LIMITS OF CONSTRUCTION AS SHOWN ON THE GRADING PLAN, IS SUBJECT TO A FINE.
/ 13. ALL "CMLDS STD." NUMBERS REFER TO THE LATEST EDITION OF THE CHARLOTTE-MECKLEN
MANUAL, BURG LAND DEVELOPMENT STANDARDS F
air% o w 14, GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS SUBJECT TO A FINE,
1-7 \ ! l ! - 1 \ r ,~j f, .r s e'1'--'~ - - - - - - - - d to
\ t" ~ \ ~ ~ ' ~ ~ { { ! of \ ~ ti, ~ \ ~ .i'`" / / / ~ \ U ~ ~ \ - - 15. STABILIZATION IS THE BEST FORM OF EROSION
r rrl~ DENUDED AREAS AN CONTROL. TEMPORARY SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON D ESPECIALLY WHEN THE CONSTRUCTION SEQUENCE REQUIRES IT. ALL GRADED SLOPES ARE TO BE SEEDED OR LANDSCAPED WITHIN 30 DAYS OF COMPLETION OF GRADING. ALL REMAINING AREAS ARE TO BE SEEDED WITHIN 45 DAYS. .r
Pro'ect No.
16. PERMANENT STORM DRAINAGE EASEMENTS WILL BE MAINTAINED BY THE CITY/COUNTY UPON REQUEST, THE CITY/COUNTY ACCEPT RCP SYSTEMS ONLY. THE EASEMENT MUST ADJOIN TH WILL
3 DESCRIPTION, E RIGHT-OF-WAY AND HAVE A RECORDED METES AND BOUNDS 51665
v v 17. PUBLIC STORM DRAINAGE EASEMENTS ARE TO BE MAINTAINED BY THE INDIVIDUAL PROPERTY OWNER.
m
N cD Checked by BSW 18. PRIOR TO GRADING, THE CONTRACTOR SHALL CONTACT THE ZONING ENFORCEMENT OFFICER TO ENSURE THAT ALL TREES M TO REMAIN WILL BE PROPERLY FENCED OFF FOR PROTECTION. MARKED Drawnb BSW
N x
3 19. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT Date Drawn 08.06.02
'o N OFF SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY RRANT OWNERS.
fD ~D Revisions 20. PIPE SYSTEMS LOCATED WITHIN PERMANENT STORM DRAINAGE EASEMENTS IN CORNELIUS ARE TO BE MAINTAINED BY
f, AN "ON-CALL" MANNER. THE CITY WILL NE.TNER BE ?S c OP r c THE CITY IN 1 RCURB & -DETINTION CHANGES PER COUNTY I ESPONSIBLE _ OP ? POUNOS '00TuNN THE PERMANENT STORM DRAINAGE EASEMENT NOR REMOVAL OF ANY OBSTRuCTIONS IN THAT AREA. LAKE PINE DR, WIDENW FOR FUTURE
.Q L 2 STREET - 11.07.02
O 21. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS LOGS TIM SHALL
d a BER, JUNK, AND OTHER ACCUMULATIONS.
U 22. MEKCLENBURG COUNTY ENGINEERING DEPARTMENT HAS NOT REVIEWED THE STRUCTURAL STABILITY OF ANY RETAINING THE SITE AND DOES NOT ASSUME RESPONSIBILITY FOR THEM. WALLS ON
(9 GRAPHIC SCALE
23. "AS-BUILT" DRAWINGS AND PLANS OF THE STORM DRAINAGE SYSTEM MUST BE SUBMITTED PRIOR TO SUBDIVISION INSPECTION TO MECKLENBURG COUNTY ENGINEERING DEPARTMENT IN ACCORDANCE WITH CORNELIUS SUBDIVISION UBIFINAL so o so so ,zo s~o Sheet
ORDINANCE.
d d Q 24. RETAINING WALLS DESIGNED FOR CRITICAL AREAS (I.E., ON PROPERTY LINES AND R MAY REQUIRE PE SEAL.
U 25. THE MAINTENANCE OF THE WETLAND PONDS AND THE OPEN SPACES WIL
SUBDIVISION. L BE THE RESPONSIBILITY OF THE HOA OF WESTMORELAND IN FEET ( } 1 inch = 60 ft.
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WSE= 75.5 C3.4 EL V 754.5 / •'FESSlp •,Lf~i.
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AND P N \ o``. SEAL ~ 22937
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OUT without written permission
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PLANTINGS ~ action,
t
~ 4

DETAIL GRADING PLAN OF WETLAND POND 1
PLANTING DETAIL OF WETLAND POND 1
1 20' 1"=20' CMLDS STD. DTL. 20.31/STATE REQUIREMENTS
PLANT SCHEDULE
SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS SYM. BOTANICAL /COMMON NAME QTY, SIZE COMMENTS
EXISTING DRAINAGE AREA = 19.69 AC. NORMAL RELEASE RATE= 0.51 CFS
PROPOSED DRAINAGE AREA = 19.69 AC. SHRUBS WETLAND PLANTS Z
PROP. 1-INCH RELEASE RATE = 0.20 CFS COST CORNUS STOLONIFERA 24"_30" FULL CONTAINER
LINING OF WEIR -NORTH RED OSIER DOGWOOD 15 5 GAL. CONT. MATCHING SPECIMENS CASP CARER SPP. NA SEDGES 0
AMERICAN GREEN SC150 MAT Z HAVI HAMMAMELIS VIRGINIA 21 24"-30" FULL CONTAINER Q
15' BROAD CRESTED WEIR I M P ERVIOUS COUNT FOR WETLAND POND #1 WITCH-HAZEL 5 GAL. CONT. MATCHING SPECIMENS LEMN LEMNA SPP. 855 SF LL
TOP OF BERM = 756.0 DUCKWEED (j ILVE ILEX VERTICILLATE 19 24"-30" FULL CONTAINER Z
I ~ 45 LOT AT MAX. BLDG. AREA =2350 SF WINTERBERRY 5 GAL. CONT. MATCHING SPECIMENS LEOR LEERSIA ORYZOIDES 1150 SF
~ 60 LOT AT MAX. BLDG. AREA -2926 SF Z ~ RICE CUTGRASS W J Z
, , , , , TOP OF WEIR = 755.50 ~ , LIRE LINDERA BENZOIN 12 24"_30" FULL CONTAINER ~ J SPICEBUSH 5 GAL. CONT. MATCHING SPECIMENS O
~ ~ ~ ~ THERE ARE 27-45 LOTS AND 41-60' LOTS = 4.21 AC. MAX. IMPERVIOUS AREA NULU NUPHAR LUTEN 1415 SF J „ ~ Z SPATTERDOCK O -
. ~ ~ ~ ~ ~ i i ` AND 3.80 AC. OF ROADWAY SIDEWAY FORA T ~ ~ ~ / OTAL OF 8.01 AC./16.55 AC. MYRC MYRICA PENSYLVANICA " " FULL CONTAINER W m Z 19 24 -30
' ~ ~ r R ON SITE FORA 48.35% IMPERVIOUS AREA FOR THE AND AN OVERALL 33~ BAYBERRY 5 GAL. CONT. MATCHING SPECIMENS ~ O POPE POTAMOGETON PECTINATUS 410 SF ~ Z ~
TOTAL SITE. POND WEED W W N !L ~
THE TOTAL DRAINAGE AREA TO WETPOND POND #1 WILL BE 19.69 AC. AT MAX. O tl I p Y POLYGONMUM SPP. J O Z
IMPERVIOUS AREA THE TOTAL PERCENTAGE WILL BE 40.63%. OL 875 SF W J SMARTWEED > W Z
W>Q
EMERGENCY SPILLWAY SCPU SCIRPUS PUNGENS 1120 SF V) ~ W
N.T.S. COMMON THREE-SQUARE ~ W Y
VAAM VALISNERIA AMERICANA 325 SF w ~ n
WILD l;LLLKT / V
ZAIQ ZIZANIA AQUAICA NA O 0 WILD RICE W
W , GENERAL NOTES:
ANTI-VORTEX TRASH 5 RACK BOLTED TO 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT.
TOP OR RISER - THE POOL AREA SHALL BE CLEARED.
ELEV= 755.50 TOP OF BERM 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL ELEV-756.0 AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL
BROAD WEIR BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE
ELEV=755.5 CONSTRUCTED THROUGH FILL SECTIONS.
TOP OF RISER NOTE THE SLOPE 3 r=
ELEV=755.0 6 CHANGES 2.1 2 w W ONLY ON DAM 1 o w
8" GATE VALVE IN 3:1 OR FLATTER 1 EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND m _ SLUICE GATE VALVE IN OTHER AREAS DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF a cn
3 VALVE BOX - KEEP CLOSE UNTIL 1 TOP OF BERM= 755.0 MAINTENANCE TIME 10 LITTORAL W/ RISER STEM MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM
SHELF AROUND AND ATTACHING MOISTURE CONTENT. FILL MATERIAL SELECTION AND
NORMAL WSE=754.75 4 WETLAND %F I WETLAND PERIMETER OF 1 MARSH BRACKETS 16" OC PLACEMENT SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. Pro'ect No.
FES 10 3 ZONE MARSH MICROPOOL 2" DIAM. PIPE WELDED TO FACE OF 18" DIAM. RISER AND EXTENDED DOWN VALVE BOX
r # 42" RCP OUTLET 1 ZONE Jill BOTTOM = 752.0 INTO THE MICROPOOL A MIN. OF 6" ASSEMBLY
a NORMAL WSE= i 0 V51665 ORMAL WSE= 751.5 NV=
® 751.0 o f APPROX. 11 LF - 8" DIA. CMP ® 0.5% 751 FLAT FOR 15'
TL 18• ALUMINIZED STEEL TYPE 2 3 Checked by BSW
12" MIN. THK. - CLASS I „ 1 1O 20 SPACING NEENAH R-7512-B Drawn b BSW CAST IRON GRATE
o RIPRAP LINING " 8 EQUALIZER 3 8 EQUALIZER PIPE FROM PIPE FROM 1 FASTENED TO CONC. " Date Drawn 08.06.02
~t -'8• 2 _a• FOREBAY TO MICROPOOL FOREBAY T COLLAR 18 RIPRAP APRON SEE CMLDS 20.23 Revisions
v NEENAH R-7512-B doo = 5"
CAST IRON GRATE to to C'm 18" dwx = 12 CURB k E 65 OF 15 ALUMINIZED STEEL CMP AT 0.77% " 1 D TEN ON CHANCES PER 'r = COUNTY COMMENTS INV=748.45 INV=748.45 THK . 12 - 0,07.02
FASTENED TO CONC. a• cma COLLAR = INV ELEV=748.0 L 10' W = 6, RIPRAP CHANNEL
Lo ;o r r , r TO HEADWALL
CONCRETE FOOTING FOR RISER j ALUM. STEEL PLATES WELDED BY RIP RAP
FOR CONCRETE COLLAR E B A YP OOL DETAIL 0 -5'x5'x12" THK. WITH 10x10 WWM MANUFACTURE TO PIPE SECTION
Q N, T. S. INV. ELEV. - 748.5 U WELDED TO BOTTOM OF RISER. FOR ANTI-SEEP COLLARS r r. r i
_-B "I
2 ~ Sheet
COLLAR AT BOTTOM GRATE MICROPOOL AND RISER OUTLET DETAIL
o FRONT VIES(
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3 EMERGENCY
C3,5 SPILLWAY I "
~ 28' OF 15" I ~ ` V
STEEL CMP OR i C ~
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'(OR AROUND WETLAND PL NTINGS AS
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A LA TI P~ 1"=10' PER CMLDS STD. DTL. 20.31 z
SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS
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P WETLAND PLANTS ~ Z Li.
~P G~ Q CASP CAREX SPP. 110 SF
PG SEDGES ~j PLANT SCHEDULE Z
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ROSALYN e SYM. BOTANICAL CO~fI,fON NAME QTY, SIZE COMMENTS LEMN LEMNA SPP. 390 SF / Z U DUCKWEED J z
~ ~ ~ J
GLEN ROAD SHRUBS O LEOR LEERSIA ORYZOIDES 220 SF J , , Ll! Z
" " FULL CONTAINER RICE CUTGRASS C~ ~ J CORNUS STOLONIFERA 24 -30 W m Z
COST RED OSIER DOGWOOD 7 5 GAL. CONT. MATCHING SPECIMENS I-- NUPHAR LUTEN Z O
~ A 1 NULU 1,440 SF D W ~
HAVI HAMMAMELIS VIRGINIA 15 24"-30" FULL CONTAINER SPATTERDOCK W N WITCH-HAZEL 5 GAL. CONT. MATCHING SPECIMENS 0" ~
DETAIL GRADING PLAN OF WETLAND POND #2 PANICUM VERGATUM O ~ I PAVE 140 SF J O
1 "=10' ILVE ILEX VERTICILLATE tp 24"-30" FULL CONTAINER SWITCHGRASS ~ .J WINTERBERRY 5 GAL. CONT. MATCHING SPECIMENS ~ W W Z
~Q POLY POLYGONMUM SPP. 210 SF ~ ~ W J
LIKE UNDERA BENZOIN 17 24"-30" FULL CONTAINER SMARTWEED ~ _J
SPICEBUSH 5 GAL. CONT. MATCHING SPECIMENS W Y
MYRI A P N VANI A FULL CONTAINER POPE POTAMOGETON PECTINATUS 390 SF Z MYRC C E SYI. C 15 24 30 POND WEED W
onwroov 5 Gei Cr1NT MATCHING 4PFCIMFNS ~
EXISTING DRAINAGE AREA = 4.61 AC. SCIRPUS PUNGENS SCPU 200 SF O
LINING OF WEIR - NORTH NORMAL RELEASE RATE= 0.09 CFS COMMON THREE-SQUARE 0' W
AMERICAN GREEN SC150 MAT PROPOSED DRAINAGE AREA = 4.61 AC. VAAM VALISNERIA AMERICANA J
15' BROAD CRESTED WEIR PROP. 1-INCH RELEASE RATE = 0.03 CFS WILD CELERY 455 SF
TOP OF BERM = 752.0
3 IMPERVIOUS COUNT FOR WETLAND POND #2 ZpIQ ZIZANIA AQUATICA NA WILD RICE
W
TOP OF WEIR 750.25 60' LOT AT MAX. BLDG, AREA =2926 SF -95% BLDG. AREA 5' MIN.
ANTI-VORTEX TRASH RACK BOLTED TO GENERAL NOTES:
\ \ \ THERE ARE 11-60' LOTS = 0.74 AC. MAX. IMPERVIOUS AREA TOP OR RISER - TOP OF BERM 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT.
AND 0.68 AC. OF ROADWAY/SIDEWAY FOR A TOTAL F 1 0 .42 AC./3,97 AC. ELEV= 750.50 EL V=752.0 THE POOL AREA SHALL BE CLEARED.
ON-SITE FOR A 35.70% IMPERVIOUS AREA FOR THE AND AN OVERALL 33% BROAD WEIR 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL
TOTAL SITE. ELEV=751.5 AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL THE EMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE I- 1=
TOP OF RISER 3 CONSTRUCTED THROUGH FILL SECTIONS. w I-
EMERGENCY SPILLWAY THE TOTAL DRAINAGE AREA TO WETLAND POND #2 POND WILL BE 4,61 AC. AT MAX. w ELEV=750.00 6 3 1 o w
IMPERVIOUS AREA THE TOTAL PERCENTAGE WILL BE 30.80%. N.T.S. 1 EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND a.. N SLUICE GATE VALVE DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF
W/ RISER STEM MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM AND ATTACHING MOISTURE CONTENT. FILL MATERIAL SELECTION AND
10' LITTORAL BRACKETS 16" OC PLACEMENT SHALL BE IN ACCORDANCE WITH THE
-SHELF AROUND „ WETLAND PERIMETER OF RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. Pro'ect No. 1" DIAM. PIPE WELDED TO FACE OF
8" GATE VALVE IN MARSH MICROPOOL VALVE BOX - KEEP ZONE 18" DIAM. RISER AND EXTENDED DOWN VALVE BOX 51665
3 CLOSED UNTIL NORMAL WSE INTO THE MICROPOOL A MIN. OF 6" ASSEMBLY
1 TOP OF BERM= 758.0 MAINTENANCE TIME ONLY OIL °z NORMAL WSE= 757.8 4 748.0 NORMAL WSE= 748.5 INV=
APPROX. 14 LF - 8" DIA. CMP 0 0.5% 74 15' MIN. FLAT SECTION Checked by BSW
O 0- 3 ALUMINIZED STEEL TYPE 2 3 10, Drawn b 8SW
FES 60 1 NEENAH R-7512-B 1 CAST IRON GRATE RIPRAP APRON
to 24 RCP OUTLET BOTTOM = 755.0 co " SEE CMLDS 20.23 Date Drawn 08,06,02 1 FASTENED TO CONC. 18 dea = 5"
CD i 1 TO WETLAND L COLLAR dmAx=,2" Revisions
MARSH ZONE 1 ` THK = 12" 16' 28' OF 15" ALUMINIZED STEEL CMP AT 0.71% L = 10' 1 COUNTY COMMENTS - 10. 7.02
= INV`-746. 1 INh748.81 W= 6'
12" MIN. THK. - CLASS RIPRAP LINING " 8" EQUALIZER PIPE FROM 8" CMP INV ELEV=746.0
Lo 11-e" 2'-0" FOREBAY TO MICROPOOL
0 ALUM. STEEL PLATES WELDED BY CONCRETE FOOLING FOR RISER
NEENAH R-7512-8 CONCRETE COLLAR ` CAST IRON GRATE -4,5'x4.5'x12" 1TiK. WITH 10x10 MANUFACTURE TO PIPE SECTION , -
° FASTENED TO CONC. INV. ELEV. - 745.0 WWM WELDED TO BOTTOM OF FOR ANTI-SEEP COLLARS RISER.
COLLAR Sheet F
FOREBAY POOL DETAIL CONCRETE COLLAR AT BOTTOM GRATE MICROPOOL AND RISER OUTLET DETAIL
N. T. S. FRONT VIEW ° °
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PLANTING DETAIL OF WETLAND POND 3
~ ~ cr 1"=20' PER CMLDS STD. DTL. 20.31
~m ~o PLANT SCHEDULE
\ SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS
I % ~ / / ~ ~
/ i i SHRUBS WETLAND PLANTS
CORNUS STOLONIFERA 24"-30" FULL CONTAINER CAREX SPP. Z COST RED OSIER DOGWOOD 25 5 GAL. CONT. MATCHING SPECIMENS CASP 660 SF SEDGES
HAVI HAMMAMELIS VIRGINIA 12 24"-30" FULL CONTAINER ~ MN LEMNA SPP. 1265 SF Z Li.
WITCH-HAZEL 5 GAL. CONT. MATCHING SPECIMENS LE DUCKWEED Q
DETAIL GRADING PLAN OF WETLAND POND ~/3 " FULL CONTAINER ILVE ILEX VERTICILLATE 21 24 30
MATCHING SPECIMENS LEERSIA ORYZOIDES F U WINTERBERRY 5 GAL. CONT. LEOR RA 1560 S Z RICE CUTG SS -
LINDERA BENZOIN 24"-30" FULL CONTAINER Z p. U LIBE 15 MATCHING SPECIMENS J Z
SPICEBUSH 5 GAL. CONT. NULU NUPHAR LUTEN 2389 SF ~ J
SPATTERDOCK Q
AdyRC MYRICA PENSYLVANICA 43 24"-30" FULL CONTAINER ~ Q! Z 5 GAL. CONT. MATCHING SPECIMENS (D - J BAYBERRY POLY POIYGONMUM SPP. 1530 SF W m Z ^
SMARTWEED I- ~.L
- Z° IING OF WEIR NORTH p g IERICAN GREEN SC150 MAT SCIRPUS PUNGENS W W ~
SCPU 675 SF a. ~ COMMON THREE-SQUARE p d.
Jo? Z
~P OF BERM = 740.0 W J ~ VAAM VALISNERIA AMERICANA 1780 SF > W Z
W WILD CELERY > Q
iMPERNOUS couurEroRSw[itarno ao~o pis ~~WJ.
ZIZANIA A UATICA ~ J ZAIQ Q NA W Y ~ WILD RICE ~
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nlvv c.V,) M%,. Vr RVr+urrM I / JlucrrM I rvr-, M I V I ML Vr v.U I MV./ I J. I "r Ml,. .J
ON SITE FOR A 45.74% IMPERVIOUS AREA FOR THE AND AN OVERALL 33%
TOTAL SITE. EMERGENCY SPILLWAY
N.T.S, THE TOTAL DRAINAGE AREA TO WETLAND POND #3 POND WILL BE 40.05 AC. AT MAX.
IMPERVIOUS AREA THE TOTAL PERCENTAGE WILL BE 15.00%. W
50 GENERAL NOTES: Q ANTI-VORTEX TRASH 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT.
RACK BOLTED TO THE POOL AREA SHALL BE CLEARED.
TOP OR RISER - TOP OF BERM ELEV= 740.0 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL ELEV=740.0 AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL
BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE
BROAD WEIR CONSTRUCTED THROUGH FILL SECTIONS. ELEV=740.0
TOP OF RISER 3 w _ 3 1 o w ELEV-739.50
0 x 1 EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND a N
SLUICE GATE VALVE W/ DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF
10' LITTORAL RISER STEM AND ATTACHING MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM BRACKETS 16" OC MOISTURE CONTENT. FILL MATERIAL SELECTION AND
- 3 8 GATE VALVE IN -SHELF AROUND VALVE BOX „ PLACEMENT SHALL BE IN ACCORDANCE WITH THE Pro'ect No.
1 TOP OF BERM= 740.0 WETLAND PERIMETER OF 2.5 DIAM. PIPE WELDED TO FACE OF 18" DIAM. RISER AND EXTENDED DOWN RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
NORMAL WSE= 739.5 4 MARSH MICROPOOL WETLAND ZONE VALVE BOX INTO THE MICROPOOL A MIN. OF 6" ASSEMBLY 51665
1 Al MZONEARSH / NORMAL WS NORMAL WSE= 737.5 NV=
'9 FES 80 i 737. „ Checked by BSW
Z 36 RCP OUTLET OTTOM = 735.0 / 737.0 APPROX. 12 LF - 8 DIA. CMP ® 0.5% 4 ALUMINIZED STEEL TYPE 2 12' Drawn b BSW
f NEENAH R-7512-B i
Date Drawn 08.06.02 CAST IRON GRATE \
N 18" co n / 1 FASTENED TO CONC. \ 1 RIPRAP COLLAR " SEE C CMLDSAPRON 20.23 Revisions 18
`2 12 MIN. THK. - CLASS 1 8 EQUALIZER N RIPRAP LINING 717 7, X.~ PIPE FROM 8 EQUALIZER PIPE FROM FOREBAY SEE H deo - 5" 1 CUR & DETE PER
_ • 2•-0• FOREBAY TO MICROPOOL 18" d?ux = 12" COUNTY COMMENTS 10, 7.02
v BOTTI BOTTOM ELEV= 734.5 INV-734.44 INV=734.44 41' OF 12" ALUMINIZED STEEL CMP AT 3.66% L - 10'
~ - PEENAH R-7512-B 8" Cmp / CASTIRON GRATE Y W- 6'
r FASTENED TO CONC. ' • ~ INV ELEV=732.0 SLOPE= 0%
o COLLAR CONCRETE COLLAR
0 CONCRETE FOOTING FOR RISER ALUM. STEEL PLATES WELDED BY
FOREBAY POOL DETAIL .NV. ELEV. 734.5 -4.5'x4.5'x12" THK. WITH 1000 MANUFACTURE TO PIPE SECTION WWM WELDED TO BOTTOM OF FOR ANTI SEEP COLLARS Sheet
U I _ _f N.T.S, r~ 2'-6 RISER.
w CONCRETE COLLAR AT BOTTOM GRATE i MICROPOOL AND RISER OUTLET DETAIL
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~M E ~ ~ ~ L._._ ~ 4 SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS
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/i SHRUBS ,.afES§ipH., r'%
CORN p rQ~` qt'~
COST US STOLONIFERA 24 30 FULL CONTAINER RED OSIER DOGWOOD 29 5 GAL. CONT, MATCHING SPECIMENS SEAL
\e ~ ~ 22937
HAVI HAMMAMELIS VIRGINIA 1 4"_ FULL CONTAINER A WITCH-HAZEL 4 2 30 5 GAL. CONT. MATCHING SPECIMENS ~ , ~ ~ c
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~ wo,~: o~ ds~" E', oA REMO~ p\ .~~sqs ;~5.. ~ i ~ ~ ~ I I ILVE ILEX VERTICILLATE Y0 24 -30 FULL CONTAINER 5 MYRC • N' a 1111111111VII MATCHIN • WINTERBERRY 5 GAL. CONT. G SPECIMENS
• l
LINDERA BENZOIN i • LIBE 8 24 -30 FULL CONTAINER
\ S ~ "~'o~(°R SPICEBUSH 5 GAL. CONT MATCHING SPECIMENS • • .
MYRC MYRICA PENSYLVANICA 22 24 -30 FULL CONTAINER • •
BAYBERRY 5 GAL. CONT. MATCHING SPECIMENS
~ 3 LI E ©Copyright WETLAND PLANTS • The use of these drawings
without written permission from the architect/engin-
\ ~ ~ ~ ~ CAREX SPP. ~ CASP SE 570 SF eer is prohibited. Violators DGES 7 HAVI will be sub'ect to le al
J 9
action. IEMN LEMNA SPP. 725 SF \ ~ ~
D K ~ ~ ~ UC WEED ~ ~
i ~ .
LEOR LEERSIA ORYZOIDES 635 SF ~ RICE CUTGRASS ~ I ,
.
NULU NUPHAR LUTEN _,J / 10550 S
SPATTERDOCK / ~ ~
pAyE PANICUM VERGATUM 520 SF
SWITCHGRASS / ' 5 M
.
POLY POLYGONMUM SPP. 960 SF SMARTWEED 7 IL ,
~ ~
I SCPU SC RPUS PUNGENS 1105 SF
COMMON THREE-SQUARE ~
VALISNERIA AMERICANA \
\ \ I ~ ~zz. . ~ VAAM ~ 565 SF LD CELERY 1 • --7 r-ti
L ZI A X ZAIQ Z NIA AQUATICA 2000 SF / I ~
WILD RICE Z Q.,, ~ ~ Q
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Z U Z
EXISTING DRAINAGE AREA = 28.71 AC. ~ ~ PLANTING DETAIL OF WETLAND POND 4 0
NORMAL RELEASE RATE= 0.32 CFS J „ ~ - PROPOSED DRAINAGE AREA = 38.88 AC. 1"=20' PER CMLDS STD. DTL. 20.31 } ~ z
Wm z PROP. 1-INCH RELEASE RATE = 0.21 CFS i- a,
~ ` \ \ ~ ~ 2 ' / i PRA. , z~
°w~ w ~ a~
IMPERVIOUS COUNT FOR WETLAND POND #4 ~ ~
o I Z WJ
45' LOT AT MAX, BLDG. AREA =2350 SF > w z ~ w >Q 0
~ \ _ " ~ i Er ago ~PER~o~ ~aw~ 60 LOT AT MAX. BLDG. AREA =2926 SF aJ
W Y
THERE ARE 88-45' LOTS AND 71-6 ' = LINING OF WEIR -NORTH I- 0 LOTS 9.74 AC. MAX. IMPERVIOUS AREA AMERICAN GREEN SC150 MAT z
AND 10.35 AC. OF ROADWAY/SIDEWAY FOR A TOTAL OF 20.09 AC./32.52 AC. 15' BROAD CRESTED WEIR w
I1AI CITE C/10 A C~'7oo>' lunrwlnii~ anre rnn Tier iun i? ~
%ail IN L_ v viv -1L. vwrN n vi ,f o/o imrcRvivu_~ IiRCH rum 1r1t RINU HIV UVtKRLL ),07o TOP OF BERM = 728.0 >
TOTAL SITI TOTAL SITE. 3 0 / O r r Of W
THE TOTAL d THE TOTAL DRAINAGE AREA TO WETLAND POND #4 WILL BE 51.67 AC. AT MAX. .J
IMPERVIOU IMPERVIOUS AREA THE TOTAL PERCENTAGE WILL BE 51.67%.
/ TOP OF WEIR = 727.50
5p W
0 EMERGENCY SPILLWAY
TOP OF BERM N.T.S.
1 ~ ANTI- DETAIL GRADING PLAN OF WETLAND POND 4 RACK ANTI-VORTEX TRASH ELEV=728.0 RACK BOLTED TO
„ TOP TOP OR RISER - BROAD WEIR
1 =20 ELEV- ELEV= 727.75 ELEV=727.5 w
FLOW IN T E TOP OF RISER 3 EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND ELEV=727.25 6" 3 1 DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF w F U w
CHANNEL FROM HDW 120 RIP-RAP IN SWALE AS LINING 1 MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM 00 w
W/GRASS AND WETLAND SLUICE STEM I SLUICE GATE VALVE W/ RISER MOISTURE CONTENT. FILL MATERIAL SELECTION AND STEM AND ATTACHING PLACEMENT SHALL BE IN ACCORDANCE WITH THE a N
PLANTING LINING IN FOREBAY 10 LITTORAL BRACKI BRACKETS 16" OC RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
3 SHELF AROUND 2.5" DIAM. PIPE WELD )IAM. PIPE WELDED TO FACE OF GENERAL NOTES:
8" GATE VALVE IN WETLAND PERIMETER OF 1 VALVE BOX MARSH MICROPOOL 18" DIAM. RISER AND 'AM. RISER AND EXTENDED DOWN Pro'ect No.
TOP OF BERM= 727.0 ZONE INTO THE MICROPOOL fHE MICROPOOL A MIN. OF 6" VALVE BOX 1. AREA UNDER EMBANKMENT SHALL BE CLEARED GRUBBED, AND STRIPPED OF ANY VEGETA110N AND ROOT MAT.
NORMAL WSE= 726.5 4 WETLAND NORMAL WSE= 725.5 INV= THE POOL AREA SHALL BE CLEARED, 51665
I-F v _ -11 MARSH \ 4 r r r r 6.0 725. 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL
ZONE APPROX. 25 LF - 8" DIA z 1 r r O h ALUMINIZED 25 LF - 8" DIA. CMP ® 0.5% BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED, SPILLWAYS SHOULD NOT BE INIZED STEEL TYPE 2 3 CONSTRUCTED THROUGH FILL SECTIONS. Checked by BSW
a BOTTOM = 723.0 STEEL TY M: H: \ NEENAH R-7512-B 1512-B 1
FLOW IN FES 208 3 CAST IRON GRATE "RATE RIPRAP APRON Drawn b BSW
FASTENED TO CONC. co 8" EQUALIZER 1 COLLAR (o 18` \ \ 0 CONC. 18" SEE CMLDS 20.23
PIPE FROM ul FOREBAY AT 0% r dw = 5" Date Drawn 08.06.02 dWx = 12"
3 p 18" 'o a' 8 EQUALIZER PIPE FROM Revisions la' 41' OF 15" ALUMINIZED STEEL MP THK 12
1'_e` 2'-0' FOREBAY TO MICROPOOL AT INV=7 INV=722.38 C MP 2,75% L = 10, 22.38
0% SLOPE 9` CNP mom IN V COUNTY COMMENTS - 10.07.02 / W = 8' V ELEV=721.2 %,~r r ~ TOP OF BANK
NEENAH R-7512-B CAST IRON GRATE
FASTENED TO CONC. CONCRETE COLLAR CONCRETE FOOTING FC ETE FOOTING FOR RISER ALUM. 4.5'x12" THK. WITH 10x10 STEEL PLATES WELDED BY
COLLAR -4.5'x4.5'x12" THK. WI VELDED TO BOTTOM O MANUFACTURE TO PIPE SECTION
p INV. ELEV. ®722.5 WWM WELDED TO BOTT RISER. a FOR ANTI-SEEP COLLARS
FOREBAY P OOL DETAIL z-s
N.T.S. Sheet
CONCRETE COLLAR AT BOTTOM GRATE MICROPOOL ICROPOOL AND RISER OUTLET DETAIL
U- FRONT VIEW o N.T.S. T. S.
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3 EMERGENCY • Q U N
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V ~ The use of these drawings without written permission
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$ OF FO action.
eRM. REB ~4~ ~ COST 15
NOTE: DURING MAINTENANCE WORK
WETCA>G17~"PL~,NTINt~--A-r-~-- A p F
MUCH AS POSSIBLE, OR REMOVE _ L R
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ACCESS FOR
CLEAN OUT
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~ R CMLDS STD. DTL. 20.31/STATE REQIUIREMENTS Q
OREBAY POOL WSE= 746.5 4 1 =10 FE U
BOTTO - 44,0 C3. Z
RI AP LINING PLANT SCHEDULE sizE COMMENTS _ YM. BOTANICAL /COMMON NAME QTY. z W U
AND PLANTINGS COMMENTS S J Z SYM. BOTANICAL /COMMON NAME QTY. SIZE ~ J
O WETLAND PLANTS J „ ~ Z
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PROPOSED DRAINAGE AREA = 3.14 AC. 1 -10 POPE POTAMOGETON PECTINATUS 225 SF
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3 r r 60' LOT AT MAX. BLDG. AREA =2926 SF { 5' MIN. ZAIQ ZIZANIA AQUATICA 140 SF
1 ANTI-VORTEX TRASH WILD RICE
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AND 0.90 AC. OF ROADWAY/SIDEWAY FOR A TOTAL OF 1.72 AC. /2.99 AC. r r r ON SITE FOR A 57.52% IMPERVIOUS AREA FOR THE AND AN OVERALL 33% r r ELEV- 748.0 ELEV=748.0
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ELEV=747.5 GENERAL NOTES_ W vIPERVIOUS 3
BE 3.14 AC. AT MAX. IMPERVIOUS THE TOTAL DRAINAGE AREA TO WETLAND POND #5 WILL 1 AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT. O = RISER SHAH BE CLEARED. w N TOP OF 3 1 THE POOL AREA WOODY VEGETATION AS WELL
THE TOTAL PERCENTAGE WILL BE 54.78%. ELEV-747.5 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER IERIAL THE EMBANKMENT SHALL 1
AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE SP ILLWAYS SHOULD NOT BE
ERGENCY AREA E SPILLWAY M SLUICE GATE VALVE / W BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. RISER STEM AND ATTACHING CONSTRUCTED THROUGH FILL SECTIONS. Pr0'ect No.
N.T.S. BRACKETS 16 OC
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WETLAND PERIMETER OF DIAM. RISER AND TO FACE OF 18" DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF 51665 THE MICROPOOL A MIN VALVE ASSEMBLY BOX
B" MARSH MICROPOOL GATE VALVE IN ZONE NORMAL WSE= 745. " 745, PLACEMENT 6 MOISTURE CONTENT. FILL MATERIAL SELECTION AND 8SW CEMENT SHALL BE IN ACCORDANCE WITH THE Checked by RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. BSW
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_ DB 5980, PG 317 PG 317 ~ TAX NO. 005-117-13 FUTURE CONNECTION BY OTHERS
GRAPHIC SCALE 48371 ZONED: NEIGHBORHOOD RESIDE 000 RESIDENTIAL (NR) DB 5820, PG 635 a LOTS HAVING PORTIONS OF THEIR AREA VVITFW
'41 W goo o ea ,oo soo ,oo Br o5 4 LAND USE: VACANT CREEK BUFFER SIDE SHALL BE DEED SE: VACANT \ ZONED: NEIGHBORHOOD RESIDENTIAL (NR) THE 1W
PARKWAY BUSINESS PARTNERS, LLC W F a LAND USE: VACANT PROPERTY RES ~L SUCH. ~ PORTIONS OF THE w
86' PUBLIC RIGHT-OF-WAY LEMLEY NC
BOULEVARD ZONED NR ( IN FEET ) TAX NO. 005-111-04 1 inch = 100 AN UNDISTURBED
ft STATE IN ACCORDANCE WITH THE LAND
THE COMMONS JOINT VENTURE LLC DB 8587, PG 934 DEVELOPMENT CODE
VACANT Pro' ct No.
ZONED NMX (NEIGHBORHOOD MIXED USE)
TAX NO. 005-111-04 DEVELOPME DB 8587, PG 934 IELOPMENT DATA DEVELOPMENT TABULATIONS: 9. SPACE THE rOoa rs ~ 51665
COMMUNITY. 7}'E8E AREAS SHALL ALLY
AOPEN SPACE TABULATIONS BULT UPON CALCULATIONS: - DEVELOP 3 CURRENT ZON Checked b MVS DEVELOPERS: ZONING: NR ~ c_, CONSIST OF PASSIVE AND ACTIVE OPEN SPACE
-OPEN SPACE REQUIRED 10.78 ACRES PROVIC (MOUNTAIN ISLAND LAKE WATERSHED MIL-0 DISTRICT .N ` PROVIDENT DEVELOPMENT GROUP INC./ 45' MIN. WIDTH LOTS 147 s m "w~' AMENITIES WITH POSSIBLE USES INCLUDING Drawn b MVs
, - PROPOSED OPEN SPACE: 34.51 ACRES KILLIA~ KILIJAN-31MONHVI LLC " v WOODED PAWS, WALKING TAA1_8 AND ppBN Date Drawn 08.06.02
AREA PAVED WITHIN RIGHT-OF-WAY 14.71 ACRES 10 to OPEN SPACE CALCULATIONS 60' MIN. WIDTH LOTS 154 PLAY FIELDS. THE DEVELOPER ALSO AGREES
4+ ~ TO PROVIDE A PLAY GROUND WITHIN ONE OF Revisions COUNT PER TOWr_
301 UNITS/100 ACRES - 3.01 UNITS PER ACRE BUILD TAX PARC ABLE LOT AREA 18.28 ACRES - TAX PARCEL 1005-tt1-03 TOTAL LOTS 301 THE DESIGNATED 'OPEN SPACE' AREAS AS , OUS COMMENTS _ , >
- 301 UNITS WITH 3 BEDROOMS PER UNIT - 903 TOTAL BEDROOMS g~ OF THE BUNL.D m ( ABLE AREA BASED UPON - TOTAL At NOTE FOR NON OF ROADWAYS TOTAL ACREAGES 100 ACRES PROJECT DEN3tTY 3.01/WA SHOWN ON THIS PLAN. IN A88WAT1oN WITH 2
AVERAGE LOT SIZES FOR EACH LOT TYPE) PER COMMENTS THIS, THE DEVELOPER ALSO AGREES TO 3 ~ • s _ /ROAD 1 07.02 CURRENT PROPERTY OWNER: pppyIpE A 25 EASEMENT ALONG THE PIEDMONT 4 ME~19ED iXE SWIM L12, 2.02
N - 903 BEDROOMS ESTIMATED - CURRENT IMITS IN UPPER
- 520 MULTIPLIER x 903 BEDROOMS 469,560 SF LANDSCAPE CRITERIA ~H~ ,q,~ o,E,„.~
(OR 10.78 ACRES OPEN SPACE REQUIRED) ELIZ MAXIMUM TOTAL BUILT UPON AREA 32.99 ACRES ELIZABETH WESTMORELAND pc3~A~S~ ~Fi~IQpFy1T~-O~F_I~WGA_Y AND Wi~1-N^N ~1F~E /D~pU~K~E 5
1782 rV1IQl fRYll VI--WAIQ THE LIG.p..VrGfl 8 P COUNTY COMMENTS 17824 NC MNY 73 STREET TREES 40'OC
-10.78 ACRES OPEN SPA ( 33% OF TOTAL SITE) CE REQUIRED/ 34,51 ACRES PROPOSED COF FURTHER AGREES TO PROVIDE A 50' EASEMENT CORNELJU3 NC 28031 INDIVIDUAL LOT PLANTiNCB PER SECTION 9.4.2(E) WITHIN THE 100' SWIM BUFFERS. THE FINAL
OPEN SPACE WITHIN DUKE POWER R/W - 6.21 ACRES WITH USE OF THE HIGH IMPERVIOUS COVER OF11ON REQUIRES w
OPEN SPACE WITHIN SWIM BUFFER - 10.40 ACRES BMPS TO BE DESIGNED AND APPROVED IN ACCORDANCE WITH LOCA1IOPI8 OF THESE EA8@uIBNiB SHALL BE Sheet
TOTAL OPEN SPACE PROVIDED - 34.51 ACRES o CHAPTER 110E THE TOWN OF CONRELIUS ZONING CODE. STREET TREES SHOWN ARE ILLUSTRATIVE IN NATURE AND gHpyyN ON THE CONSTRUCTION ppCUpAENig
U ONLY SHOW THE GENERAL INTENT OF THE ORDINANCE. FOR THIS PROJECT. C2.0
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\ \ v 6 ~ 50.39 P 6 ~ / / / ~ w w y y ~ / ~ 731.55\ I I ELEV= \ ~ y \ 274 0 "Z ~ ~ ~ / Q
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S ~ / OPEN SP ~ I I ~ F I ~ ADDITIONAL SIGHT ACE ~ I I r TYPICAL s4 f ~ J 7 ~ ~ I 2 4 ~ / / 35,65 O DRIVEWAY - - - \ \ / \
F ~ I / / I I ~ ~ TRI NGLE ~ I Ih ( 1 ~ I 112 113 WITH PARKIN a ~ I I C' I I G ON AL NG 0 1 1 f' ~ I I Igo I C2.3 ENTRANCE ~ \ \ I
y I I I STREET PER LOCAL TREET 6 R R90 1 ( I `O 7 I ~ ~ ~ 123 1125 t cl"' I I I AT ALLEY 6~0' ~ ~ 180 \ W ~ < ~ . 26y13 \ 00 >
L__ \ ~ 124 Q~ ~ , ~ J ~ / (CATEGORY 1 STREEy) PERP 4 / ~ I f w / \ ~ - t \ ORNELIUS ORDINAN ~ \ L - - I 70.99 50.0 g5, E PG. 7-110 C2.5 55' / 1 T \ ~ / / ~ \ y CA
\ ~ .45 45.0 4 ~ 184 ~ , 2 ~ '0' --I
~ 1 r / TYPIC ~ S \ ~ y EIP ~u~np AL
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/ ' 9% / / ` 185 / ~ , / ~ ~ ~ ;OSa ~N. / / 9 ~ , C-608 ~ =
7~ r , 126 • 0 5 . 1 ~ , U ~ / / J, 1 - so,o so.o 70.0' s1.7t' ~ ~ ,
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~ ~ ~ ~ 128 I 129 I 130 I 131 , P < I ~ II I I I cn 132 I~ I 134 I I \ / i ~ I I , I I I I 135 I 136 , / ~
111 \ - ~ I d P I I, I I, I I I / y ~ ..I I I I I I ~ ~ II / ~ \ I, I I I I ~ r R32 , ~ ~ \ f
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oo'/ ` - I' I I I ~ I \ \ / i / 1 PN so \ / I 1 ,
y ~ / ~ ~ N(~ELlNL ~ • , r f ~ C ~ l l TO BC , I 1 f \ / l
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\ I ACCESSIBLE S 8 4 0 9 4 , 1o IE 1036.30 \ 2 RAMP I P U f\ r 1 ~ ' ~ L ? \ \ / f TYPICA y, .
/ \ I C2.5 3 C2,6 P I CURB & o \ \ \ TYPICAL I I t ~ ° \ I / \ ~ J \ I GUTTER ~ ~ 1 3 ~ 4S ~ / ~ r ~ ~ ~ ~ 2 RIVEWAY : i0;;•' c~: \ L , ~ J I ~ TRANCE r ~ \ \ , \ ^ 1 ~ AT ALLEY ENS V ~
~ / ' ~ ~ _ I YPICAL ~j C2.3 EN , P~ .
'YI BUILD ROA I / ~ D AS CLOSE TO PROP I I / \ i \ 500
~ WITHOUT GRADING ONT ERTY I ~ L I ~ 0 ADJACENT PROPERTY I ~ ~ i ~ ~ STOP I I \ 3 191 / • 177 / ~ ` ~
APPROX. 10 OF PROP R I I \ F ~ E TY LINE OR ~ ~ ~ EXTENSION BY OTHERS P I I t ~ \ 137 I, ~ 230 / ~ \ .o , e \ ~ , \ \ ~ \ 4 ~ w \ /
° `J 0 ~ v ~ ~ I~ , o' ~ / ~ r 45 0, ~ / \ \ \
° IN ~ 0 S 1 y ~ ~ P I / ~ ~ / 231 ~ ~ /
~ I i ~ \ ~ \ \ , /232 ~ \ ~o \ r \ 9 r o ~ ~ / R32 / \ ~ '~6 / / \ \ The use of these drawin s
/ / / a \ To / 3 / / without written permission
13F / / ~ ~ \ 138 ~ ~ 12 ~ ~ ~ I / / 33 1 ~ g from the architect en in- ~ / ~ 9 \ ~ 1j / \ / 9
f . / ~ ~ 229 \ / / / 1 / ~ 175 eer is rohibit o ~ / , \ , ~ / \ P ed. Violators \ / ~o ~ . \ ~ L / , ~ / / / \ will be sub ect to le al < \ \ R30 L , , ~ Abp / 1 9
/ r / ~ . \ \ \ / ~ / ~ ~ octi / \ ° / \ \ \ / ~ ~ 197 ~ ~ ~ on.
TYPICAL / ~ ~ ~ d'/ ` ` I 1 ` n \ 174 /
PARALLEL 1 / PARKING C2.3 139 ~ 228 \ ~ \ / \ , ~ / / ~ \
SPACE ~ \ ~ / . ~
\ / o o \ \ ~ ~ ~ X21 ~ \ / \ \ ~ , / \ , \ 1 ~ \ ly ei \ /
1 ~ \ . ~ , / ~ . J \ ~ ~ / I ~ \ . ` ~ a 234 ~ v ~ ( , I 30 / h' ) 4s , 173 \
/ ~ m L 22 I a r .o r < ~ . \ , n \ I I \ , n \ \ li l r \ i
°D / 140 / 140 / ~ o / ' \ \ \ 450 ~
~ /o / ~ ~ ~ 201 2 / a/ 2 ?l\ I o ~ / \ 1 ~ / \ / ~ / \
l r' I ` ~ ~ / / 1 / \ 226 , , s \ I I , \ / \ ,
sp ~ / flD ~ . ~ / ~ , , \ / ~ _ / 199 ~ , ~ . \ 1 I / 259 \ Ot \ \ / C2.5 \ ~ ~ 0 0 \ ~ \ k~4 R175
~ / m o/ 35.82 ~ ~ h'/ / 17 I N
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~ ~ \ J ~ ~ ACCESSIBLE / ~ I' + I / ~ ~ 238 2 OPEN SPA I 247 ~ ~ ~ I Q \ 204 2 CE , L ~ RAMP ~ 15 - I ' ~ I
/ ~ ~ J 3/8" PER FT 3/8" PER FT ~ / ~ ~ r ~ ~ \ 2 TO BC ~ Z , 223 ~ ~ \ . \ o TYPICAL C2.6 \ ~ _ _ L I U
CROSS SLOPE CROSS SLOPE ~ / 5' 6' ~ / o
g l~ C / o PLANT STRIP ~ LA ~ 32 PAVEMENT IK PLANT STRIP % ~V ~ / ~ Z U / \ , r; 239 ~ - 30 I '1 I`~ Q" J
` ~ ~ / ~ar~ ~ ~ 55 0 SIDEWALK 2.0 (2) 12 LANES 2.0 SIDEWA ~ ~ ~ ~ ~ 205 34' ~ 246 I o o ~ J Q.
VALLEY VALLEY LK ~ / ~ ~ ~ CURB/GUTTER CURB GUTTER ~ / ~ ~ ` ~ \ 222 ~ \ o . \ / ~ - \ o ~ i o I I \ / ~ • ~ ` ~ r I ~ ~ 170 N o ~ ` ~ I l ~ ~ / roe 1 r - ~ I t-.. . a: -
, / ~ 58 RIGHT OF WAY h' o l v 7 .l l I ~ _J Z W / o ~ ? ICI I _ i I ~c~_ h \ ~ 1 CURB & b I ~ - L_ W m Z
/ ,~1 ~ / / / \ 20 GUTTER 240 i I I ~ I 1 - - - ~ F' O 206 c2.s ~ / I I ~ ~ ~ - ~ - _ o z
' V ~ / o C o~ ~ : o• ~ L 221 o TYPICAL ~ ~ 241 I t I _ ~
NOTES: / ~ ; J ~ o / \ ~ / I 2 . \ ~ ~ J 7 ~ 11243 I I h o o / , 6.67 i i I a I I O~
1. SEE DETAIL 1 C2.6 FOR CURB AND GUT ~ ~ TER / ~ / . / \ \ , . 1 J I , 244 I o l l~ 1 \ .l 9 60. ' - _ J I I In r0 169 J O I \ , 7 o L. , 245 „ ~ I
/ C 2. SEE DETAIL 6 C2.6 FOR SIDEWALKS ~ / 22 L \ \ 207 C2.5 w - - , 1, 0 45.0' ~ - - J I > W Z W
\ \ 220 ~ \ o F a ~ ~ / \ 46,0 l _ / - W y Q
. ~ / ~ 3. SEE DETAIL 7 C2.6 FOR PAVEMENT CROSS SECTION ~ o o / / ; / OPEN SPACE ` , - ' o ~
4. USE ONLY FOR CONNECTION AT END OF PINE LAKES DRIVE TO PROPERTY TO THE SOUTH 5. _ W Y
~ ~ ~ / ~ ~ I~ i 1 4 ~ dl Z \ 2 "r. C2.5 5.0 ++ro o ~ W / n' ~ ~ - 45~
146 252 I I r _ -~,0' I 50.0' mina' L I
\ \ I I 3_ - - Z o \ _ - < (2669 ? 1 1
oo 58 R W 21s CROSS SE \ CTION (LOCAL STREET) 268 I I /"l 1 s rJ of I I 267 1 1 W
1 266 11 1 1 I o- I 2 0
N.T.B. / I of \ , \ 209 y I I 1, I _ n167
\ / , 2 -I ? ! 253 I I I I , _ _ _ _
0 217 ~ / 147 ~ o 17 1 f II I?? _
f / co R30 R30 ? ° / S4 1 r\ \ I 1 I I r- \?r 2 IfI I I 1 264 t o
- - / wr \ _ J I L l 210 11 I o
;---7 127.5 R32 -7 _j R32 --J _ _ o I 166
TO BC TO BC 0 254 ! - I I 55 I 3 1
32 ~ ~ - C 263 o
r 25 / / II i 1 - 1 5
/ ~ ~ / 215 / (215 / 255 I I I I I C.) P / / / / I , 165 / / / I I i I I III II I ~
w \ / I III I I 0 w
/ / ~ \ e S0 . / 214 l l I, I III I I L i _ sp \ / / \ ! I 259 260 261 I _ a vl
o. "ol 'o• N/ 213 (257) I I I I I I 2 = ~ / 212 ~ • ,
11 66 / e 4 . or~.l l! l III II I I I I II /
/ 149 ) . • e l , l I I L T/ C2.5 I I I / o Pro ect No. FR / 2 L _J L--JIL--J L---j o
' EIF:I`,, 60 2 ONT L I ` 61.62 2 - - - , 1 4 64 79.01 6.0 45,0 46,045.0 6 / I
51665 90'
lol 3 i 1 1 1 1 1 .,pypp 1 1 1 \ I
41 (15O a / ! pp, 0 ~t \ \ BQ 'o, r - - - - - - - - - ~ \ \
0 \ / R21 h~ / \ ~ \ I Checked by MVS \ I
lll~ / 6 q / ~ / 5 \ \I Drawn b MVS o y8
6 S Ik N, 1 ! 60.0 15.244, 5 .46 60.0 6. ' 60.0' 60.0' 60.0' S3. ^ \ Date Drawn 08.06.02
3 EIP 1 F - \ \ 163 -I r ~ r -I ~ \ I Revisions
N 7` / I I I I I I I I I I I I I I I I I I \ I NOTES & PARKING PER TOWN
15e 152 I I I I I I I I I i \ COMMENTS - i 7 I $ 1 I I I I I I I I III III I REMOVE WA 154 J 155 1J6 162 \ C S AN A NOTE / 153
'o / III I 1 I 1J' 1J0 177 \ 2 PARKING ONE WAY ,T-it 7, I0, 00 I I I I I I I I I I I I I \ I / IfI I 1 J ( \ \ 3 EMO PARKING A IN S OAD
J GRAPHIC SCALE \ I I I I I I I I I I I I I I I I TY -NOTE PER 4 < I I I C2.2 I I I I I I I I I \
7 •6 I I I I I I I I I I I I I I I I \ I CLIREVISED zovwm ENT RE ESL-1.16.03 \ I I I I I I I \ I
U 60 0 30 60 120 240 I - - "I-___J L____.J L _J 1 L_ J L___J L___J LJ L___J L__-J __J 5 CITYGOUNTYR f NEW ' p ` E:3.08,03 NTY CO
C9 ~ 5 ' \ 6 10. 9.03 C2.5 3
liJ - - - - - - - - - - - - -1- - Sheet
EIP EIP ' 4 W
o 1 inch = 60 ft. 0 2 BUILD ROAD AS CLOSE 0 §R~P~P 859.23 WITHOUT GRADING ONTO ADJACENT PROPERTY
1 6) STOP APPROX. 10' OF PROPERTY LINE OR
EXTENSION BY OTHERS
J

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~ \I \ r,. 1 / r,,,~ W / ....o..' "'''y 4' y735.VL S ~ Y y l \ 1 - ~ 9 N0. MATERIAL _ ~ ~ \ ~ STRUCTURE ELEV. ELEV. REFERENCE N0. INV. N0. INV. FT IN. f ( ) ( )
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x 731 e~ 72 CB 79A 748.70 748.10 75.00 H
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~ 75 CB 757.00 753.50 77 747.20 76 746.95 46.00 18 RCP 0.54 ~ - / r. ~ / ~ ^ ~ U
` ~ ~ 76 CB 756.85 746.85 76 746.85 74 746.70 29.00 18 RCP 0.52 L ~ N
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A E~ ENTAIL x 1 / / / / / / j 1 N \ / ' ~l w ~ ~ y ~1' ~ 5. ~ I 1 , / / r, ! r I j ! d ~ 99 I / 1 ~ y y \1 .4 \ ~.6 \ N ~ 8 1 1 VAN. ~ ! i^' ~ / ! 1 ~ ~ i ` ~ y V+ W ~V ~ ~Y l 4.6 ~ ~ 79B CB 752.23 748.73 ~ ~ s ~ W ~ 733.9 \ oo v L
~ PIPE ) Vr. / / ! / I l II ~ ~ x ~ ~ x \ 89 753.50 88 753.39 21.50 15 .RCP 0.51 N ~ s ~ l W Q
~ ~ ~ ~ 73 .00 9 C5.4 RCP 1.87 ~ ~ U ~ ~ 80 FES 738.50 3 88 753.29 87 750.95 125.00 15 ~ ~rW~ ~ \ a~
y W j 1 ~ 80A JB 752.50 733.24 2 C3.9 87 750.85 86 749.69 116.00 15 RCP 1.00 a ~ 73 .9 ~ ; o
y y \ ~ x / 81 JB 755.78 735.90 85 749.99 86 749.84 29.50 15 RCP 0.50 ~ ~
~ I / ! / r' / I I 101 y y w w C A\ 1 2 ~C / //l r r I 111 I e \ W y ~ y / Z ~ n 731. ~ 82 JB 759.36 746.70 86 749.59 83 748.71 88.00 18 RCP 1.00 -o
I 2' ..0. / _ .r , / ,,,....r 65. ,-I (r I t ~ r y 735.3 y ~ ~ 83 JB 756.58 748.60 32.00 60 RCP 2.19 ~ 735.3 ~ 84 749.50 83 748,80 0
\ ~ I \ ;~t ~,r! \ 1. rr ~ / ! 1 1// / °r gee y xy y y xy ~ ~ ~ ~ ~ 84 HDW - 749.50 5 C3.9 748.60 82 746.90 325.50 60 RCP 0.52 J ~ w ~ 83
.e ~ / ~ l J \ y r \ 85 CB 755.01 749.99 1 C3.9 / .y 82 746.70 81 746.00 121.00 60 RCP 0.58 ~ .V `V `V .r ..+b \ 6
6 $6 CB 755.33 749.59 ~ ~ 92 747.10 92A 744.95 73.00 15 RCP 2.95 0'
131.4 y x ~ y ~ x 87 CB 756.52 750.85 92A 744,85 94 744,10 57,50 15 RCP 1.30
y ~y y CB 757.00 753.29 15 RCP 3.45 _ L 88 93 747.65 94 744.10 103.00 ~ I
~ ~ e ~ 730:`1,1 89 CB 757.00 753.50 ~..r- 90 741.75 91 741.65 19.00 15 RCP 0,53 .y~(~ y i
~ 5 x,11 ~ ~ ~ I / ,I' / - - ~ 90 DI 748.50 741.75 3 C3.9 91 741.55 94 741.45 20.00 15 RCP 0.50 ~
743',_ 72 ~ ` U / / f ~ ( / r e ° s ~ 91 CB 748.85 741.55 1 C3.9 95 740.70 91.00 18 RCP 0.55 ti ~ ~ ~ 1 94 741.20
~ ~ ~ 1 92 CB 752.96 747.10 95 740.70 96 740.20 100.00 18 RCP 0.50 i l~ /
n 755. 1.1 \ 19 r t / 73 ` / , ~ r / III ( 21 / / / ~ 9TJ ~ } J / 92A CB 749,87 744.85 98 747.75 97 747.05 96.00 15 RCP 0.73
~ / 1 / / l ~ J / / / / ~ 93 CB 753.02 747.65 97 741.75 96 740.85 82.00 18 RCP L10
1 _ 11 95 / / \ \ I ~ ~ / / / ~ 94 CB 749.07 741.20 24 RCP 0.56 / ` 96 739.70 99 739.10 108.00
I \ ! / r / / / \ ~ 1 I C r ti ~ 1 1 / / r i 1 ~ l / 6 95 MH 750.00 740.70 1 C3. 0 99 739.10 100 738.35 146.00 24 RCP 0.51
ti ~ / / - _ J!/ I ~ t / 1 f 96 DI 751.53 740.85 3 C3.9 100 738.25 102 737.74 103.00 24 RCP 0.50
ti \ l ) l a ~ l FT ~i 1 ti \ J \ / - ~ N I ~ I I / / 1 / //t / 1 J / / / / 97 DI 750.47 741.75 101 745.00 102 744.75 23.00 15 RCP 1.09
~ F 7a \ x ~ ! / I t ~ /s I 5 • 113 \ I 91 93 ! / / I ! • l / / / / / 34.6y-- f„ 98 CB 751.34 747.75 1 C3,9 102 737.74 103 737.05 131,00 30 RCP 0.53 I i
F 77 / ' - I / 90 / / / 1 / / / 1 / / / ~ 99 MH 755.90 739.10 1 C3.10 103 736.55 81 735.90 130.00 36 RCP 0.50
/ i ~ x \ I o f s 81 I j j/ 1 / / / / / / 100 CB 751.00 738.25 1 C3,9 81 735.90 80A 735.34 112,00 60 RCP 0.50 ,a' ~
y~ l 114 ~ 1~,6 e ~ \ ~ ~ ~ / f I j t> 1 ~ ~,5 ~ I 7' / ~ L l / 0/ ~ l I / _ ASSO~ ' l i / / / ~i 101 CB 749.34 745.00 48.00 60 RCP 0.50 G~•••""'•••. ~ i
/ \ 747.E ~ `f ~1 ~ j / l / / / / - 6 80A 733.24 80 733.00 ~ ~ wR~E~ ,•9~, / F Efi ~ 102 CB 749.34 737.85 , W,
/ 47 ~ \ I f I t I ( ~ 75 ~ 75 . \ ~ , ~ 0 o c sos ~
1 ~ e r I! / / l / r 103 CB 751.61 736.55 6 104A 746.00 104 738.00 114 .18 RCP 7.02 .Q. f r° ' "
4 e ~ / 1 2b / \ ~ 7 I 1 1 7 1 ~ \ ~ e v ~ ' 85 / / I j ~ ! f / l / I ;Z ~ i ~Yi 80 ~ r ; ~ ~
l/ /i < 104 FES 739.75 738.00 9 C5.4 197 748.90 196 748.78 22.50 15 RCP 0.53 o
~ e ~ ~ V 7 1/Ij l/ l / r ) 104A FES 752.50 746.00 196 748.68 195 741.25 130.00 15 RCP 5.72 l/ ~ ~
28 ~ ~ ~ 74 ~ s3 . / - I / ~ t t ~ / r / 195 741.15 193 734.80 132.50 15 RCP 4.79 / / ,r
/ / / 190 MH 737.38 727,53 1 C3.10 194 734.80 193 734,68 22.50 15 RCP 0.53 l /fir'' ,r I
~ - ~ ~ / 1 ( l / /1 \ I ~ 88 ~ / I ~ / .r rr 191 CB 735,03 731.19 1 C3,9 193 734.58 190 733.85 41.00 15 RCP 1.78
/ ~ ~ l e e l ~ j r / 04 / ` 191 A CB 735.10 731.19 191 731.50 191 A 731.29 16.00 15 RCP 1.31 ` S oo' ~ CA ' ~ ' 1
\ e e I I f / ~ l e 1 1 1 1 82 , \ I I l ~ ~ ~ ~ e e e I 1 U j ~ I,~ ~ ~ , ~ t 1 ~ 1 1918 CB 735.50 730.90 1 1 7 1 22.50 15 RCP 0.93 i 192 731.50 9 3 .29 ~ p • ~ ~
ri e e 1 ! ~j I C I ~ j 192 CB 735.03 731.50 191A 731.19 1918 731.00 35.00 15 RCP 0.54 ' ~ i
e F~ ~ ~Q ~1 1 I - ~ I I - -r / fi r ~ v I\ ~ v 1 ! i I i I ( ( 76113 x E ~`1 ~ I I I I / r 193 CB 738,32 734.70 1918 730.90 190 730.25 97,50 15 RCP 0.67 ~ ze
r ~ e e x e 1 1 4 I i # s ~ 194 CB 738.35 735.00 202 733.00 200 731.70 20.00 15 RCP 6.50 ~
k ~ ~~:7 ~ w.. \ I 1. 3 I'n'k I I / i l , r r x \ \ ~x 3~ I 13 I e ~ 1 I I I 1 II / e 0 r 195 MH 744,80 740.90 1 C3.10 204A 734.22 204 733.05 63.00 15 RCP 1.86 FR FY D~
~ e ~ / 1 1 7 38 1 i I J I t ~ i I goo-f4R , e I I r- ` I ~ ` ~ I W.3:E, I I / x I I 196 CB 752.40 748.80 1 C3.9 205 733.25 204 733.05 21.00 15 RCP 0.95 r 1 r 197 CB 752.40 749.00 732.08 144.00 18 RCP 0.50 ~0•Z°l'o3
v ~ / ~ ~ i ~ ~s.o 7 e I l l s 204 732.80 203 l
I ~ i : j ~ x I f > /1 ttl JI 0 J ~ ~ 198 CB 734.22 730.70 203 731.98 201 730.05 323.00 18 RCP 0.60 ~
/ - - ~ 7 l \ 11 1 1 I 1 ` / r 199 CB 734.22 728.84 201 729.95 200 729.83 22.50 18 RCP 0.53
t A A A v / , l i / r ° / f 199A CB 734.85 728.45 200 729.73 199 729.34 76.00 18 RCP 0.51
e ~ / I v v \ / / / ~ I 1 ~ ~ t I ~ _ - - ~ \ ~ \ 1 ~ 1 I y 1 / / ( III I a ~ ~ 0 / / l 200 CB 735.35 729.73 198 730.70 199 730.58 22.50 15 RCP 0.53
/ ~ ~ I ~ 1 1 / / / / / / i ~ v v / / ~ l 1 1 11 I I / ~ / / 1 ~ ~ _ - ~ 1 ~S 201 CB 735.45 729.95 58.50 24 RCP 0.50 ~ 199 728.84 199A 728.55
/ / ~ / / f I f / ~ ~ ~ ~ ~ I I I 1 11 I I / ~ t / 1 / / t ! i r / 1 ~ 1 ~ I !I ~ / J/ l/ l /I 1 I i ~ tl 202 YI 736.50 733.00 6 C3.9 1 728.03 84.00 24 RCP 0.50 ©copyrignt / 199A 728.45 90 ~
/ ~ ~ / / / A \ 1 ~ ~ / ! / / / III { Ck 1 A / 1 , ~ ~ ~ ~ I I I I I 1 2a / / / / / / 768.5 I I ( I / x r ~ / ~ ~ 1 ~ ~ I ~ t 1 ~i~-7/4 ~ / / / l i f 1 ~ _ • % ~ 11 / The use of these drawin s / 203 CB 738.97 731.98 1 C3.9 190 727.53 206 725.00 156.00 30 RCP 1.62 g y, rr o, / without written permission
/ ~ ~ I l I I (1 l / / x ! 1 1 1 1 ~~2 / 768.1 I / / ~ ~ \ I I I l ~ i ~ / l / / I ( r ~ / 1 1 ~ ( ~ l / I / / / ( 1 III 1 1 '2 i 0 204 CB 736.59 732.80 206 724.90 207 723.96 189.00 30 RCP 0.50 from the architect/engin
/ 7fi9 '~l~ ~ ~ I I I 1" 'T / / / I 1 1 oV ~ \ \ 1 I 1 1 1 / L/ / l ( f 1 ~4 ~ ~ / eer is prohibited. Violators 7 77 734.22 P 0.55 will be subject to legal
x / r / J I I O t/ / 1/ f I t ~ / 1 / ! 11 I / i 1 e - 204A CB 73. 207 723.86 208 723.25 110.00 30 RC 205 CB 736.76 733.25 action,
206 MH 735.65 724.90 1 C3.10 210 729.00 211 728.75 91.50 18 RCP 0.27
207 CB 733.98 723.86 1 C3.9
r
210 FES 733.00 729.00 9 C5,4
211 FES 733.00 728.75 9 C5.4
- " ` r 1752.8 / ~
/ p III ~ ! ! 1 l I 1 e / ~ I I 1 / / r _ e , _ _ _ _ ° _ _ -'r' / / l l III ~ 1 e l t / ! I 1 / / / / ~ f - ~ 1 1 ~ I I 1 ~ t I f f I t = I t I 1 ,r'f_ .,.1 r ~ - r r- f x_ i r x / r NOTE: THE FOLLOWING PIPE SECTIONS WILL BE 0-RING GASKETED JOINTS ~ c _ ° /
II I \ 1. I \ t / / / I l I i t 1 i l~ \ 1 ~'t A! l 1 I 1 f ( rr I~ I~ 755,1 ~ II ~ ~ ! 11 t I \ /r/ t I / I I / I 755,1 \ ~ ~ - / CB 208 TO FES 190
I A \ t l e .moo!/ f / 1 / f I I V ,..7 l 1 \ v~ ,~i ( f 1 1 1 I i I t ~ / CB 74 TO FES 70
I 733.0 \ v ~ I J r I/ 1 I ~ A\ I 1 1 i I l / I I I I / C / I \ 4 I 4 x 1 1 \ / ~ ! I ~ r ~ .7 I I ( 754.5 56.3 6,3 ~ 753.6 JB 81 TO FES 80 5 f
l I I I ~ ~e~ ~ / p / / I I / 762/ v ~ l t (r r- /.o / I 1 I ( 754.4 I I I I i I ~ .e x ~ ~ ( ~ K.., / 1 4 ~ ~ ~ ~ \ ~ / ~ / ~ x e ~ 1 s \ r I .8 r.....
/ / / x 42 I r ~ 75'6 1 ~ e~ ~ / I I I ! 1 - - - - ~ ~ 1 I _ 1 r ~ - t x ~ /r ~ r O~~ - -
~6.1 x - ~ I , - \ ! S8~8 34 2..E . I ~ \ _ r -
° - _ _ ~ \ CB = CATCH BASIN DRAIN BASINS SHALL BE BY ADVANCED - ~ ~ _ ~ \ DI DROP INLET DRAINAGE SYSTEMS, INC. WITH 12" SQUARE CAST I {
I _ - _ g Tom' - I I - ~ 1 / / \ _ _ _ _ ~ r 753 _ - - - - 75 -a - - _ Z
x 73 ~ ~ sl' _l . ' 7 757.9 \ ~ ~ - - / X _ x x _ - _ MH MANHOLE IRON LOCKABLE GRATES OR EQUAL UNLESS / - ~ W _ DB = DRAIN BASIN NOTED OTHERWISE. t
f/ 7 5 r I I 0 E i..C 'I I i I ~ ~ I ~ 4 ~ I/ / - ~ _ I 1 YI - YARD INLET J
o
/ ~ 735. ~ 1 0 2 e ~ - e ~ 1 / \ \ ~ I / ~ ~ Z 0. ~ f `~-h~j,.-- DgADING NOTES. Q e o`?`
~ \ I _ e \ _ - - ~ - PAN FOR RELATED NOTES. I~ ~ 1, REFER TO THE SITE L U
i 732.E ~ I I I I I ~ / \ ~ - ~--7` r ~ ~ s - r~`~, ~ Z
I / I ~ ~ ~ r ~ - - - - - / 734, 3 / I 1 1 ~ \ , ~ r , _ _ a..- _ ~ 9 g ~ 2. ALL CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES. - Z / ! 1 1 ` Z a_ ~
t ~ I I - - \ / ~ ~ { 3. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO GROUND J ~ 0
~ ~ ~ ~ ~ ~ BREAKING. O i,
1 e ~ ~ I pq e , , ~ _ v ~ v ~ / - - 4. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD CONDITIONS AND / ~
~ j CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR INSTRUCTION PRIOR TO PROCEEDING. W m Z '
g ~ r t \ , - I III I I ! 42.6 , ~ . ! - e • 5. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING CONSTRUCTION. 0 Z ~ / r ww_ 44
' / ~ ~ ~ I L A ACK TO EXISTING GRADE. ~ } /j 6. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TR NSITION B W
I 733.3 x \ r lr e \ \ \ \ / / /f ° I ` T F I NG AND PAVEMENT SHALL BE COMPACTED TO MIN. 9896 STD, PROCTOR, FILL IN LAWN AREAS 1 j O
l \ 0 \ \ \ \ \ ~ / 7. ALL FILL WITHIN LIMI S 0 BU LDI J Z ~ / - _ - P FI ATtONS FOR MORE INFORMATION. > W Z
~ SHALL BE COMPACTED TO MIN. 90~ STD, PROCTOR. REFER TO STRUCTURAL PLANS AND S ECI C / w>Q W
~ / ~ / - ~ 8. LIMITS OF CLEARING SHOWN ON GRADING PLAN ARE BASED UPON THE APPROXIMATE CUT AND FILL SLOPE LIMITS, OR OTHER ~ J i
~ / / ` NG RE UIREMENTS. ~ J / GRADI 4 - r \ ~ - W Y r ~ W I
733,4 ~ F 0 ~ ~ / e _aao Y ~ ~ ~ ~ / 9. THE PROPOSED CONTOURS SHOWN IN DRIVES AND PARKING LOTS AND SIDEWALKS ARE FINISHED ELEVATIONS INCLUDING Z ~
v I I v le r _ - ,c ~1 / , PAVEMENT. REFER TO PAVEMENT CROSS SECTION DATA TO ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE COURSE W ° ~ ~ N THIS CONTRACT. ~ / ~ ~ ELEVATIONS TO BE COMPLETED U DER _ a
\ ~ ti > I
1 ~ 1d. CONTRACTOR SHALL INSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL DRAIN BY GRAVITY FLOW ACROSS NEW PAVEMENT AREAS O
0 199 TO NEW OR EXISTING DRAINAGE INLETS OR SHEET OVERLAND.
1 x 731.6 I 8 / l V 732,E l
\ \ 11. ON-SITE BURIAL PITS REQUIRE AN "ON-SITE DEMOLITION LANDFILL PERMIT„ FROM THE ZONING ADMINISTRATOR. Z
12. ANY GRADING, BEYOND THE LIMITS OF CONSTRUCTION AS SHOWN ON THE GRADING PLAN, IS SUBJECT TO A FINE.
W ~
7 8. IS, 7`3 , 2 \ l t 7 8,4 \ i 13. ALL CMLDS STD. NUMBERS REFER TO THE LATEST EDITION OF THE CHARLOTTE-MECKLENBURG LAND DEVELOPMENT STANDARDS < MANUAL.
9 IN.
730.2 X72%9 27 ),-737,6 \ - _ / 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS SUBJECT TO A FINE. ,'737, 6
731.4 \ x - y y 1s . . ( \ / ` x 15. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON / { f
\ Y/ y y y 1 \ DENUDED AREAS AND ESPECIALLY WHEN THE CONSTRUCTION SEQUENCE REQUIRES IT. ALL GRADED SLOPES ARE TO BE SEEDED OR LANDSCAPED WITHIN 30 DAYS OF COMPLETION OF GRADING. ALL REMAINING AREAS ARE TO BE SEEDED WITHIN 45 DAYS.
lie '44,6 191 W 733.9 \ \ / 0.2 . { 11 { l// ~ ! i
\ \ y <v-- -d - ` y y \ 91 ^ \ X 73 \ x l \ \ I , f ,J \ _x l 16. PERMANENT STORM DRAINAGE EASEMENTS WILL BE MAINTAINED BY THE CITY/COUNTY UPON REQUEST. THE CITY/COUNTY WILL w -X - - i _ { { F~ ACCEPT RCP SYSTEMS ONLY. THE EASEMENT MUST ADJOIN THE RIGHT-OF-WAY AND HAVE A RECORDED METES AND BOUNDS
/ ~.2 72 _~r~~W I \ \ \ \ N 8.4 8.4 DESCRIPTION.
731,9 VI PROPERTY OWNER. 'o w i
729.`/ < \ A 1 L 1 I { 11~ _ 17. PUBLIC STORM DRAINAGE EASEMENTS ARE TO BE MAINTAINED BY THE INDI DUAL o- vii I ' # i;
752. \ \ \ f 728,9 I i ~l1 {{ll_~~ c 18. PRIOR TO GRADING, THE CONTRACTOR SHALL CONTACT THE ZONING ENFORCEMENT OFFICER TO ENSURE THAT ALL TREES MARKED
y 735.3 x \ \ ! ti y l / r l 1 \ TO REMAIN WILL BE PROPERLY FENCED OFF FOR PROTECTION. ~
19. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT Proiect No. I I
~V / / \ / \ C 27 P / I Q ` ~Iff OFF SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS, i i
y \ I I 4~ \ r \ i J ( x \ y y \ C I 7 { {III P 20, PIPE SYSTEMS LOCATED WITHIN PERMANENT STORM DRAINAGE EASEMENTS IN CORNELIUS ARE TO BE MAINTAINED BY THE CITY IN 51665
14 \ I \ \ I N 1 - \ y x x x'730,9 \ / W 0 d / \ 29.0 728.1 \ 0 j { { l AN ON-CALL MANNER. THE CITY WILL NEITHER BE RESPONSIBLE FOR THE GROUNDS WITHIN THE PERMANENT STORM DRAINAGE { tdl! EASEMENT NOR REMOVAL OF ANY OBSTRUCTIONS IN THAT AREA. 1
w y - t I > J f 11
730"• 21. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND SHALL Checked by BSW { { I I r REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS, LOGS, TIMBER, JUNK, AND OTHER ACCUMULATIONS.
732.1 ~r M i1 M Drawn b BSW
\ 1\ \ \ / w - - I l l r 22. MECKLENBURG COUNTY ENGINEERING DEPARTMENT HAS NOT REVIEWED THE STRUCTURAL STABILITY OF ANY RETAINING WALLS ON Date Drawn 08.06.02
(D jt 7 1 THE SITE AND DOES NOT ASSUME RESPONSIBILITY FOR THEM. Il ; ~ l l { Ii Revisions
1 J/ vvv~ T / 7. W 23. "AS-BUILT" DRAWINGS AND PLANS OF THE STORM DRAINAGE SYSTEM MUST BE SUBMITTED PRIOR TO SUBDIVISION FINAL ! ~l l li x i i
9 l( f l y 1.7W v y vv ti 72 / 1/ / INSPECTION TO MECKLENBURG COUNTY ENGINEERING DEPARTMENT IN ACCORDANCE WITH CORNELIUS SUBDIVISION ORDINANCE. NTY COMMENTS - 10.07.02 119 DE
~C-F 354 i24. RETAINING WALLS DESIGNED FOR CRITICAL AREAS ON BASEMENT LOTS WILL BE PART OF THE BUILDING PERMIT AND WILL REQUIRE I CURB TO PROVIDE SIGHT ANCE PER COMMENTS 111.02 5 AS PART 0F THE B UILDING PERMIT. GNA DESIGN ASSOCIATES WILL NOT REVIEW THE STRUCTURAL STABILITY OF THE SED GRADES tPER PARKING REMOV i
A PE SEAL _ At PROPOSED RETAINING WALLS AND DOES NOT ASSUME ANY RESPONSIBILITY FOR THE STRUCTURAL STABILITY OF SUCH WALLS. IT DLO GRADE SWIM BUFFER
KR WILL BE THE RESPONSIBILITY OF THE OWNER TO RETAINING THE SERVICES OF A QUALIFIED ENGINEER TO DESIGN AND SEAL THE Cu T RE UE T i t6.
/ I( /~v v v vvv V v \ I I i l WALLS. SED JB 83 TO C8 PER COU TY BggypT 2.26.0 i
THE MAINTENANCE OF THE WETLAND PONDS AND THE OPEN SPACES WILL BE THE RESPONSIBILITY OF THE HOA OF WESTMORELAND ROAWIN D - 10.29.03 25. i
SUBDIVISION. GRAPHIC SCALE
LOA\ 1 Sheet ~ 60 0 30 80 120 240
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~ ©Copyright
The use of these drawings without written permission
~ from the architect/engin-
eer is prohibit@d. Violators will be subJeet to legal
oction.
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PLANTING DETAIL OF BMP WET POND 3 ?
\ ~ / / / / ,1 1 Z U
/ / 1 =20 PER CMLDS STD. DTL. 20.31 ~ Z ~J
O J ..~Z
r c~ _ .J PLANT SCHEDULE W m z
DETAIL GRADING PLAN OF BMP WET POND ,y3 ~ Q.
z~ SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS SYM. BOTANICAL /COMMON NAME QTY. SIZE COMMENTS ~ W ~ W ~
SHRUBS WETLAND PLANTS ~ a I ~o Z
CORNUS STOLONIFERA 24"-30" FULL CONTAINER j
COST 25 5 G ONT MATCHING SPECIMENS CASP CARER SPP. NA W W Z RED OSIER DOGWOOD C ~ SEDGES ~ Q
~~.,uu<.x uem. c,o M.. VJ~w-I HAMMAMELIS VIRGINIA 12 24"-30" FULL CONTAINER ~ J
HAVI LEMNA SPP. NA ~ Y WITCH-HAZEL 5 G.4L. CONT. MATCHING SPECIMENS LEMN F-
DUCKWEED Z
ILVE ILEX VERTICILLATE 21 24"-30" FULL CONTAINER W 5 GAL. CONT. MATCHING SPECIMENS LEERSIA ORYZOIDES ~
WINTERBERRY LEOR NA RICE CUTGRASS ~
I IAll1[O A ~[A17MA1 . _ n an" CI III PAAITAIAI[O O _ .
LIBL uivv[nn ovircvnv 15 L4 -au , v1~ wi1 ina¢rN LG
\ TOP OF WEIR = 742.0 SPICEBUSH 5 GAL. CONT. MATCHING SPECIMENS NULU NUPHAR LUTEN NA n- SPATTERDOCK _I
MYRC MYRICA PENSYLVANICA 43 24"-30" FULL CONTAINER
BAYBERRY 5 GAL. CONT. MATCHING SPECIMENS POLY POLYGONMUM SPP. 1530 SF
SMARTWEED
W
t0' LITTORAL SHELF 10' SCPU SCIRPUS PUNGENS 1055 SF GENERAL NOTES: COMMON THREE-SQUARE Q
EMERGENCY SPILLWAY ANTI-VORTEX TRASH 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT. VALISNERIA AMERICANA THE POOL AREA SHALL BE CLEARED. VAAM 755 SF
RACK BOLTED TO
N.T.S. TOP OR RISER - TOP OF BERM ELEV= 740.75 ELEV-744.0 BERM WILD CELERY IF IF BE 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL 744.0 AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL
SPILLWAY BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE ZAI ZIZANIA AQUATICA 1775 SF
ELEV.=742.0 CONSTRUCTED THROUGH FILL SECTIONS. Q WILD RI W CE ~
TOP OF RISER E--- 3 U ~ 3 w
ELEV=740.25 3 1 1 00 w
1 EMBANKMENT FILL MATERIALS FREE OF ORGANIC MATTER AND D_ v1
SLUICE GATE VALVE W/ RISER STEM AND ATTACHING DEBRIS, PLACED IN 6" LIFTS AND COMPACTED TO 98% OF
BRACKETS 16" OC n MAXIMUM DENSITY PER STANDARD PROCTOR AT OPTIMUM MOISTURE CONTENT. FILL MATERIAL SELECTION AND
3" DIAM. PIPE WELDED TO FACE OF PLACEMENT SHALL BE IN ACCORDANCE WITH THE Pro'ect No.
5' 30" DIAM. RISER AND EXTENDED DOWN VALVE BOX RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.
INTO THE MICROPOOL A MIN. OF 6" ASSEMBLY 51665
TOP OF BERM= 739.0 NV= 3 - NORMAL WSE= 738.0
7 738. o SPILLWAY ELEV.= 738.0 APPROX. 12 LF - 12" DIA. CMP 0 0.5% Checked by RTF
CONC. HEADWALL
0 2 ALUMINIZED STEEL TYPE 2 2 12' 12' v 1 1 NEENAH R-7512-B NEENAH R-7512-B CMLDS STD. 20.17 Drown b RTF/MVS
CAST IRON GRATE 1" ALUM 2 CAST IRON GRATE 2 . STEEL FASTENED TO CONC. r\/ o FASTENED TO CONC. EQUALIZER PIPE 1 Date Drawn 08.06.02
to COLLAR FROM FOREBAY COLLAR \fi 18„s TYP RIPRAP APRON Revisions SEE CMLDS 20.23
TO MAIN BASIN a dw = 10"
18" 18" dwa = 18" 1 CUR Qc DETENTION - 1 7 P
v = 7 = INV=732.40 INV=732.35 BOTTOM ELEV.= 732.5 BOTTOM ELEV 732.50 Ai I' ~ IN I 62 LF OF 18" ALUMINIZED Si 12"C"a THK = 27" 2 B N11 H S M -1 ALUMINIZED STEEL CMP AT 0.567. L - 20' PCEORU N
-8. 0 W- 22' 3 COMMENTS - 11.21.02
r INV ELEV=732.0 SLOPE= 0%
0 CONCRETE COLLAR
CONCRETE FOOTING FOR RISER ALUM. STEEL ANTI-SEEP ° INV. ELEV. - 7325 -6.5'x6.5'02" THK. WITH 1000 COLLAR, TYP.; :P
° WWM WELDED TO BOTTOM OF WELD TO PIPE Sheet
U RISER. z -e
w CONCRETE COLLAR AT BOTTOM GRATE MICROPOOL AND RISER OUTLET DETAIL
J FRONT VIEW N.T.S. °
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_ HIGH POINT STA = -0+ .31 _ _ _ _ V
~ I STA = -0+26.8 C - c
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~ ~ ~ ~ 00~ ~ n~ n °D r n ~ ~ n ~ ~ r` ~ ~ r` n ~ ~ n ~ n n ~ r from the architect/en in- 9
ear is prohibited. Violators will be subject to legal
action.
-3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 00 5+00 6+00 7+00 8+00 9+00 10+00
35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 10+00 11+00 12+00
HIGH POI T STA = 35+96.8 ~ . o
PVI TA = 36+14.22 Z
.D. _ -5.20 Q
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d' ~ ~ ~ --pq~-E _ - - .~~~L.~~
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742 cr- Z- a. J
A -1 041n. U
k41n, 30i I. Job Pro'ect No.
361n, I
-7 r- Q I uz_ 762 51665
Checked by BSW
I
- Drawn b BSW j
734 Date Drawn 08.06.02
3 Revisions THE COMMONS BLVD PER COUNTY COMMENTS
WESTMORELAND LAKE DR v 10A7.02 PER COUNTY COMMENTS
C - - O 34+00 TO 42+9521 - - - - - 10+00 T012+ A8 10.29.03
SCALE: 1" = 4' VERT. SCALE: 1" = 4' VERT.
t0 1" = 40' HORZ. Lo 1" = 40' HORZ.
a _
V ~ _ ror to O N _ N 00 00 1-, 00 Lo 00 N r oD N r OR r M O U1 U1 O co O 04 f OR M 10 Lo OR co
O 00 .0 Lo to Lo u1i to - Sheet
r r r r r r r r r r r r r r r r
CJ
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34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 0 42+00 43+00 10+00 11+00 12+00
0 Q
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C ~ C
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V ~~p - HIGH POINT LEV = 762.72 N _ _.Y__ Q -
_ r^o0 U
VPI STA= S A = 12+53.12 (n ~ N VPI STA= EV = 763.05 ~ ~ ~ ~
O~U N 1,.. Z
K = 33.93 ~
J Z to O U
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A ~ p W N N N N N N N N N ©Copyright N N N N N N N N N o~ M The use of these drawings
a ~p~ ~ ~ lV •1+1 mod' NN ~ ~ n ~ r ~ ~ ~ ~ ~ of ~ a~ ~ d ~ ~ ~ ~ ~ ~ ~ N ~ N ~ N without written permission
t ~ ~h d d IA ~ 1A p N ~ N ~ ~ i[) p IA ~ ~ ~ ~ ~ so co co co so from the architect an in- ~ 9
eer is prohibited. Violators will be subject to legal
action.
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00
13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+00 21+00 22+00 23+00 24+00 25+00
POINT 74. HI H POINT STA = 1 73.35
I STA= ELEV = 5.Q6
A.D. _ -5.00 0 VPI STA= STA = 22+ 6.74 Z
- - Q A,D. _ -7,17
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VPI STA= STA = 6+87.61 ~ N r VPI STA= ELEV 765.31 ~ ~ II II N?, Z LL ~ +M Wm z
N ~ / ~ h ~ O
K - 45.4 ~ r ~ II II VI W W ~
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Z a N a Pro'ect No.
2
H 51665
HARB'%tw.)#R WALK DRIVE K DRIVE S ~ Checked by BSW
- 13+00 TO 25+00 Drawn b BSW
750 SCALE; 1" = 4' VERT. 1" = 40' HORZ. VERT. -0'HORZ 750 Date Drawn 08.06.02. .
Revisions
o PER COUNTY COMMENTS
v M07.02 DRIVE PER
0 0 2 PROPERTY UNE TM T 05,15.03
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to t N 01 N co d t~0 dC4 OCN ~N Mpj tna (04 co 1~ 0)p 4 to r~ p, C4 'd^ n~ C-4 Uj coa 0400 rui ~M Sheet
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0 a U
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0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00
HIGH POINT ELEV = 772.00 v
= 1 47 C ~ VPI STA 1 +0 . 5
VPI ELE = 773.72 ~ •
_ ~ ~ N
O N K 28.57 W ~ 0
20 .00 VC ~ ~p~ _ Q ~i
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LWPI lV= .43
HIGH POINT STA ~t 51.01 VPI STA = 2+30.2 ao
VPI STA = 1+ 7.2 = m ~ ~ ~g°
K = 26.67 z M ~ A.D. _ -3, 0 N ~
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3,13 15" 0+00 TO SEA ~ M B ~2: 0+00 T013 90
15" SCALE, 1" SCALE. 1" = 4' VERT. ,:'o~;
1" n t ~';~GliVc~:• 1 = 40 HORZ. Ry 5
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15"
Mo M°' n~ n°° Mao o~ a°f c°i n~ ao n o .rn .n ~ .n o .M .N .n .N .n .~i ro o ~ ~ N ~ ~ o ~ n ~ ~ ©Copyright ~ N . o . v, s? o r ~ 00. r` r0 0l ~ $ • a! • a I` The use of these drawings
u~a ~ ~ ~ da ~o ~o m,~ mo ao nn n nn n nn nn nn nn nn nn nn nn nn nn nn nn ~ ' n ' ~ ' ~ ' co 0 0 ~ without written permission ~ m t0 ~ ~ fD n ~ tr• ~ ~ ~ ~ n ~ ~ n r n n n r from the architect en in- ~ ~ ~ r / 9
eer is prohibited. Violators
will be subject to legol
action.
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00
25+00 26+00 27+00 28+00 29+00 30+00 0+00 1+00 2+00 3+00 4+00 5+00
_ - ~
VPI TA = 2+10 Z Q
o -
U t0 = 41.67 Z ~n
N 'f M - V ~
CIl t0 N f d , Z a U o ~o uc W
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II N LOW POINT TA = 4+65.20 J • • ~ Z - o ~ C~
II Wm z
~ a~ > + VPI E V = 751.55 I' O i N _ ~ Z
II N W W W [n n. ~
W ~NU~ . ~ ~ ~ ~ O~ Cpl
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H in _ in 748 w I=
e„ - Pro'ect No.
51665
7774 734
HARBOR WALK DRIVE NORTH SHORE CIRCLE Checked by BSW
Drawn b BSW 000 TO 550.50
25+00 TO 30+46.28 -
SCALE: 1" = 4' VERT. 1" = 40' HORZ. 77 4 C) SCALE: 1" = 4' VERT. Date Drawn 08.06.02 1" = 40' HORZ. 740 Revisions
0- PER COUNTY COMMENTS r _ 1 10.07.02
BOR DRIVE PER 2 PROPERTY UNE JUSTMENT 05.15.03
p
to 726 m
to
3
d d d d t0d ppd d Od 00 O N 01 r hn N 01 P7 r - to r~ O~ r0 00 to r~ tO~ ~n ~h O~ .000 ~o -7 d . 00 U) d Lo ; Sheet
ro h C4 to O io0 do d tclN d0> d dco M O cA N d d d r- rd P, qt p, nM r in co rrn to r~ r~ rn to r~ rn r ~ r rrr
25+00 26+00 27+00 28+00 29+00 30+00 0 0+00 1+00 2+00 3+00 4+00 5+00
0 a U
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+00 8+00 9+00 10+00 11+00 5+00 6+00 ~
- 0+00 1+00 2+00 3+00 4+00 -3+00 -2+00 1+00
V
HIGH POINT LEV = 766.44 - ~ HIGH POINT A = 3+35.39 C rn c
w •L.
VPI ELEV = 768.94 O ~
A.D. -8.15 W H ~
4 a°'i ~ w
~~N
(n M
0 N - _ .c ~ U - ~ (n L d' N
_ ~ ~ N ~O ~
N O~U U ~ rn ~ Q lL "Z ~
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N a ~ II II V W 0 II N L
LOW POINT ELE = 752.21 w W ~ ~ Y/ 00 0 U
ice/ ~ ~ J LOW POINT STA -1+83.64 J ~ - W N ~ r
~ / / \ VPI ELEV = 750.93 - ~ 0
A.D. _ .55 i ~ ~ a v
U
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~S~ VPI ELEV = 73 86 Q
~ / ~ 4, 0 K=48.01 ~
.
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©Copyright
~ 01 r.~0 r,ln O M O d r N o M o ~ o n o . M g o'a o~ The use of these drawings ~ ~ ~ ao . N . a o, • m ~ ^ ~ ~ without written permission
M ~ O CO 0~~ t0~ aN 'r0 .r .N N .~F r• tp M ~ ~ 10 ~ tp ~ iA ~ ~ ~ N •t a ~ ~ ~ M n'~ from the architect en in- too oN ~ ~ n~ ~ ~ ~ nr / 9 m ~ ~ n
N ~ ~ d' N~ ~ ~ r0 rm rt0 rf0 rlp rtp r10 ~0 r r r r rr r r r r r eer is prohibited, Violators will be subject to legal
action.
+ 7+00 8+00 9+00 10+00
_ - 0+00 1+00 2+00 3+00 4+00 -3+00 2+00 1+00 5+00 6 00
19+00 20+00 21+00 22+00 23+00
1 +00 14+00 15+00 16+00 17+00 11+00 12+00 3 18+00
0 ~ Z
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SCALE: 1" = 4' VERT. Q Z ~ - VJ
1" = 40' HORZ. z U a W
~J
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N + J Z / M VPI STA = 22+47.01 M 'a O -
vPl si TA = 1 +91,56 + W m Z VPI S / a n VPI ELEV 765.00 II F- O
VPI E VPI ELEV = 38.18 a OZ~ Q K= .84 ~ ~ WWI
k K=35.9 / W a-~
/ U O / 69 w O ~
_ ,_._1 WJ >WZ Q
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LOW P T STA - 13+70.7 V) 0
746 VPI TA . 13+65.56 H x Q.
ri pi -7
A. D. = 2.15 K -=6 i i i
-100 ~ r
150.00 VC - IA N
t0 co r
+ M t0 Lo > 100,
r N O ap h II M > + W
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N II r N N 738
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V) RCP BEYOUN Pro'ect No.
30 CP B / EY ND
1 1 730 51665
O \
730 1 Checked by BSW
r• _
Drawn b BSW
Date Drawn 08.06.02
W~ 30" Revisions
COUNTY COMMENTS
a U I ~ 10.07.02 AKE PINES DRAE
z PROPERTY N ADJUSTMENT 05.15.0
0
o ~ _ 722
722 LOW RISE ARCH I EX T. 12" S.S.
r '
RISE=8'-7" Ln ^ N N ~ O O 01 ~ Of tn N I~ O dos t0~ Nr Oj K11A a d a Sheet
•p M M N O IA X00 oln IpM .-n ON pn ON hh rN .11.1 0 0) a) Ifi In Lo to M N N M t 't N I N t0 N ~D M n d0) ~d 00 ON N nO ~O h r r
cp OD h co MN MN 00 NM M N hM h toM h IlM hM nM hM tp hM ~ hM hM hM n n h M
N
23+00
16+00 17+00 11+00 12+00 13+00 14+00 15+00 ~ 18+00 19+00 20+00 21+00 22+00
0 0
a U
J

-3+00 -2+00 VPI sTA= STA = -t+46.73 _1+00 0+00 1+00 2+00 3+00 VPI STA= ELEV = 782.17 4+00 5+00 6+00 7+00 8+00 9+00 I
I 4
______w__. 100. 0' VC
C ~
w
Q~ - ~ ~ !
N O W rn i
O ~ ~ _ Q ~ ~ W
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~ VPI STA= ELEV 773.09 V ~ ~ O MN >
_ _ ..~y _ 0 pD - .s ~ N U
w ~ M - a K - 43.3 L ~ ~o ~
~ ~ 125.00' V ~ n _ O~U N
1 X ~1 w I II _ _ _ _ _ _ _ q v z
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a + ~ _ ~ n o ~ f 0
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~ Q ~O M \ M W O O ~ .r, VPI ST =STA = 5+15.82 i
O ~ ~ ,D, - -3.00 ~
K = 33.33 ~
' i;N;:
W N J VI +
\ ~ - 0 ^ _
~ ~ O 00 Qa ~ ~ m____..a., LOW P INT ELEV = 753.19 _ _
\ ~ ~ ? ~ ~ ~ o N co m d' LOW P INT STA = 8+17,9 -c`i r m
1 UM ~ - - 3
~ / _._.a,._,~ y~ ~ ^ W II II VPI S =ELEV = 751,05 _
~2.00 ~ v~i > A.D. = 7.25 _ ~ w N q,
- ~ ~ W ~ ~ 0 275.00' VC
m
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ao w ao o ao °D ao n co o n n n nn nn nn nn nn n~ n~ nn n~ nn n~ n~ n~ nn n ~ ~ ~ m ~ m ~ ~ ~ ~ ~ ~ N ~ without written permission ~ ~ ~ rt0• ~ ~ n ~ n ~ n PROP. 7~" P n ~ n ~ r ~ from the architect/engin- I y
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-3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
I
10+00 11+00 12+00 13+00 14+00 15+00 16+00 i 16+00 17+00 18+00 19+00 20+00 21+00 I f
I 1
HIG POINT ELEV = 76 ,59
_ + ~
HIGH P INT ELEV = 758.5 VPI STA= ELEV = 761, 9 p~
VPI ST =STA = 11+15.30
VPI ST =ELEV = 758.92 K- 185.64' VC
_ LOW POIN ELEV = 755.58 ~ ~ LOW POIN STA = 14+01.15 ~ _____u___ LOW POINT STA = 20+46.92 p _ _ Z
K = 28.33 _ _ Q
VPI STA ELEV = 755.24 ~ A,D, = 6. 0
_ o _ U f
s Q~ N ~ oM, ~ xo 1.50'VC ~ =n 220.00 C - sn ~ a U
_ 4 d i Z W c ~ W 1
• O D ~ tD M COl Q O Z ~j + + ao O O H Q c - - ~ i Q 01 Q / O M N ~ ~ O J ~ f f
II O ~ G II ~ n ~ ~ ~ II ai
~F ^ ~ W m Z
f~ w M W U Z+ UI + J iA to ^ ~Z~
m W d J W Q W F- W N N W M n n ~ W ~ w ~ ~ ~ W ~w d ~ W_._____._ W W (n W ~
Z > Q Z Q II II II , _ Q _ I- r _ - Q ~ Z Q _ ^ LL za J ~ O I
J ~ - fll W M J w aD / o ~ W J ~
Q ~ ~ ~ ~ ~ + rW ~ W Z ' ~ E W ~ _ i
1.80• o N r~ Q ~'nOWJ
- ~ ~ 1.25 _ \ _ I _ W Y
W \ W 5~ ~ / ~ I \ ~ co z 1
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GAS LINE
w w
EXISIING 1 " 742 o w o: x
742 a. W i
{
i
Pro'ect No. 1 1
I f
51665 i i
ROSALYN GLEN DRIVE Checked b BSW
- - 9+50 TO 21+00 Drown b BSW ~ I
SCALE: 1" = 4' VERT. Date Drown 08,06.02 I I
1" = 40' HORZ. I i d
0 Revisions i `f
PER COUNTY COMMENTS i
PER COUNTY COMMENTS 2 10,29.03
co
to e
to
lj~
NM MiA to CD M~~}} ~t0 ~M r~- X00 0co NIl 0h ~P- I~ U1 d M •h 00 N Ci . N W .00 1~ 'r co _~r Or C)~ rM N~ OR Of NGO iA 00 I
Lo QD to N tff N M N M U) u7 N L6 M N to iA N U) W) r nn hr nr nr n~ Pn nn n~ to 14 G ON Sheet co ~~h ~L ~n P. 1
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10+00 11+ 0 00 12+00 13+00 14+00 15+00 16+00 s
0 a 16+00 17+00 18+00 19+00 20+00 21+00 I l
U I i
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L 1

I
1
-2+00 -1+00 0+00 1+00
25+00 -3+00 -2- 21 +00 22+00 23+00 24+00
- V
~ C ~ C I
~ ~ •L
~ r\ ~ - O N
W ~ H ~ ~
- Q ~ w ~~N
- ~ ~ o - V ~ -
Q ~ _ _ ~ r. N U
L
N ~o ~ p~U ~ I STA = -1+74.5 Q L~ Z ~ ~
_ _ ~ I
A.D. = 3.50 _ _ _ Z m O U
- K = 28.57 ~ ~ ~ p ~
T ELEV = 754. 1 - HIGH INT STA = 21+84, S r~^/~ N t V/ 00 0 U
W Nor d'(nU Q
- - ~ N
VPI TA= ELEV = 755.0 - " t - - a N - C7
A.D. - -5.50 N M ~ V r - Z N
155.00' VC - - I V _ ~
I 'R' ~
Vf'1 J ~ ~ ~ _ J N J 'f -
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21~F00 TO 25+06.99 • „ _ ,
SCALE: 1" = 4' VERT. SCALE. 1 - 4 VERT.
1" = 40' HORZ. D . ('1111111
. ~
©Copyright
~ nM r7 d N n M co ~ N ~ ~ M N ~ M The use of these drawings . ~ • ~ without written permission
~o 0o cow ao~ .ao ~ ~ _ N ~ or--- r to so ~ ~ ~ - ~ n n~ r m n n n ~ ~ n r, from the architect/engin
~ n ~ eer is prohibited. Violators
n nh n~ n?N` rr nr n~ rr n will be subject to legal action.
-3+00 -2+00 -1+00 0+00 1+00
21 +00 22+00 23+00 24+00 25+00
4+00 0+00 1+00 2+00 4+ 0 5+00 6+00 7+00 8+00 0 3+00 0
0+00 1+00 2+00 3+00
i
0 _ Z
Q
- HIGH POINT STA = 1+60.10 - =~1~3511- U - ~ Z r~^/~
N N I = 75 .91 - VJ
r ~ A.D. _ -3.70 Z 0_ U W ~ J
+ ~ POINT E EV = 750.63 Q O J LOW
a a 12 00' VC a LOW POINT ST = 2+06.97 _ _ ~ •.~Z ~ C7
u~i ~ VPI STA= ST = 1+97.97 a ~ VPI STA 5+00,10 - _ - ~ W m Z ii VPI ELEV = 750,03 ~ N M ~ O I
d N ~ ~ Z
A.D. = 9.10 II II II Ww- ~ K = 6,96 _ + ~ ~ ~ ~
> = f~A N ~ ~ Q 182.0 ' VC ~ _ - ~ N tD ~ d i ° ~ I
VI ~ ~ d' a > W O J ~ a ~ >WZ
Q / ~ + ~ O f. N - ut W > Q
H N _ ~ ~ iI
_ - II a ~ $ ~ > O ~ O ~ - i
i ~ + ~ o i - - ~ + - ~ _ N ~ n ~ Z
•13 II II N h U 1- ~
N J Q M O
7 5 4 - ~ N W _ _ - - n
V 0 ~ Lj-
\ ^ Jr. / 7 0
41 141
sin- I FIELD VERIFIED f
IS'n G 10" --A P,
-7 A A5 L E
746 a w EXlS G 10
GAS IN - - F U
W O W 18" Wt.-
SEPARATION 181n. 1a m i
I- RIFIEE) ON 10,f'f,'02 k 10
Pro'ect No.
I
GAS LIN EXISTING 10
738 51665 I
738
Checked by BSW
WINDJAMMER CIRCLE WELLINGTON VIEW ALLEY _ f Drawn b BSW
• 1" = 4' VERT. SCALE. SCALE: 1 4, VERT _ Date Drawn 08.06.02 k .
1" = 40' HORZ. 1 - 40 HORZ. Revisions E
PER COUNTY COMMENTS E 1 10.07.02
2 PER COUNTY COMMENTS 10.29.03
L
0 0 730 n
0 co n
to 730
M pN ~p ALo to 0 p N 1 ~ NX00 - N 17 Sheet
3 M M 00 N M tD O _ cD M h pp 0~0 D1 M M O h mt0 MD h0 MN O~ M + d M _ N u~t Lo Lo ~ Lo ~ rn to
U) Ul LO tf) h N F., LO N in ~ LO ~ M LO n to r w a d d LO h h h h h h h n LO to n hh h~ h~ hr hh hh hh h h
w h a -
1+00 2+00 4+00 5+00 6+00 7+00 8+00 00 3+00
2+00 3+00 4+00 0+00 0+00 1+00 0 f
0 a I
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0 a~
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HIGH POI T ELEV = 763.87
J
VPI A = 1+60.76 VPI EV = 764.85 ~
HI POINT ELEV = 7 .42 'r
= 28.18 - :0;(
1 5.00' VC STA= ELEV = 76 .96
~0 0 N O K = 29.23
~ ~
+ 17 W + h N
~ ~ ~ II ~ ~ + ~ N ~
n II > ~ ~ II N ~ o ~
co
a > " ~ W a ~ > c W z a ~ ~ + ~ M n
- f. W
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SCALE: 1 = 4 VERT.
DATfTl! ELa'Y 7S6 00 SY F ~0 .,,Rr ~ .
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SCALE: 1" = 4' VERT, n0 ~0~0 ~N .N ~M M .N t .N ~
~ 1" = 40' HORZ. t0 ~D t0 ~ t0 i0 n ~p n nn nn nn nn n ~m m n n~ ~
n n n
IAN Old N~ ~ rpN ~M ~ ~M pppp .~0 .OD .N .f~ Oi .N .d d ©Copyright
O t0 ~ tp ~ tp tp ~ ~ ~ N nn ~ ~n ~'0 ~m ~n ~n nn n The use of these drawings without written permission
from the architect/engin-
eer is prohibited. Violators
will be subject to legal action.
0+00 1+00 2+00 3+00 4+00 0+00 0+00 1+00 2+00 3+00 4+00
D Z
d
U
Q Z
z W ~
LOW P NT STA ~ 2+61,67
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II 758 to 1>
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750 Lq w 0 I
a ut
Pro'ect No.
51665.
Checked by JCo
BISCAYNE COVE ALLEY
Drawn b BSW
742 - Date Drawn 08.06.02
SCALE: 1" = 4' VERT. 1" = 40' HORZ. Revisions
- PER
10.07.02
SHIRE ALLEY PER 2 PROPERTY LINE EADJUSTMENT 0 5.15.03
0
x
x (D C) M W M r N co n 0> , O O N r 0 f~ .N OM OJ to to Mr 1-1 . x
x nto to ON N NN NN N N NN in N toy t0 X n ~U n~ F, n r P'W Pr. ter. ~n
x Sheet
w J
0+00 1+00 2+00 3+00 4+00 0 5+00
0 a C4.9
U

- 1 l
I ' I ! '
r r~ ~ ~ I 01 ~ 1 } LEON c } ~ r I/ l _
/ ~ ! S c a ,1 ! l 1
e ~ \ / / ~ RIM= 32.25 1 T ~ Q~SCRIPTION: ` I SYMBOL: QE AIL• ~ r ~ ! ~ l f ~
V 3.75 ~ ~ II W o ~ rn
! 5 C5.4 STABILIZED CONSTRUCTION ENTRANCE F' ~ 1 l / ~
~ ~ 1 4 I - ~ 4 ~ I w
~ 3 I r w ~ ~ *'~`o - ~ 3 C5.4 ROCK CHECK DAM cn ~ - \ f ® / N
~ ~ ~ o/ \ " ^ RI BASIN 5 ' ~ \ ~ 1 I 0 00 \ / v ~ _ ~ I / s U
SEED L 7 C5.4 \ ~l / , \ l \ i \ o 1( / 0 -~~w / OUBLE SILT f 4 TEMPORARY SILT FENCE ` o ~
~ BOT. DIM = 40X120 - ~ ° 1. ~ ~ r ~ _ ~ DOUBL SILT FENCE - TYP..\ ~ TOP DIM - 25 138 ? 1 ~ ! o~ ~ \ ? f z
\ TOP ELEV. = 740~s "SEE TAIL 6/C5.4 W/ THE 1 i ~ Q \ I l I ~
\ ~ BOT. ELEV. = 736 PRO CTION FENCE ALONG ' ~ / ~ 60 RISER ~ /'S M AREAS. \ ~ ~ 1 / I PROP SED MANHOLE °o ~ { L ( ~ 0 Z cn o v
r ARR ~ \ \ l I B EL ~ \ \ ~ a ~ ` 1 / I ~ ~ a~ a t \ I, w o \ 11 I - -
~ \ / ~ \ \ \ \ PROPOSED FLARED END SECTION L r i ~ ? D to ~ o ~
t \ 1 W
~ / J / / \ `ti J / / / / T A N 7`~ \ , I }RISER BASIN 9 ~ / d' U Q \ \ , I M / 1 SEE DETAIL 7/C5.4 ? ? 2 C5.4 TEMPORARY SILT DITCH
f / / ~ SEDIMEN BSI ~ 1 / r,. i SEE DETAIL 1 /C q 1 / ~ T ~ \ BOT. DIM = 200 X95 a c
1 ~ ! 1 / / f BOT. DIM - 15X1 / . F 1 1 v ~ T 218 X113 Q , 1 OP DIM ~ ~ M T ~ I T E V. = 728 1 3 ¦ ~ ~ ~ ~ ¦ LIMITS OF DENUDED AREA
1 ~ i X3 . ~ / 1 s ~ ~ ~ TOP Q M 35 , F OP LE \ q C I ~ Z S` S; s BOT. ELEV. = 723.5 ~ 18 RCP -p
~ I// / / r i ,r ~ l / o / r r - ~ LE . - \ y 2 F ~ \ ~ EXISTING STORM DRAINAGE LINE ~ F I 48 RISER FT » o
/ / f / L FE CE BA~FL~ ~ ~ \ Y ~ I 36 I BARREL ~ ~ ~ \ PROPOSED STORM DRAINAGE LINE ~
\ \ I 1 ~ I o soo-- EXISTING CONTOUR LINE ~ \ ~ \ \ \
C s r r \ \ { \ 1 ~ o -----soo PROPOSED CONTOUR LINE \
I ( / / r 1 ` ~ \
I ~ \ ( ~ 1II l I / 1 \ \ e \ \ / ~ 1 \ \ \ 11 1 STRUCTURE ID TAG / 9~ 11 I F\ v \ I
I I / / t \ \ / \ /Il 11 l \ v L I \~1 {
I /J/ l / s r \ \ t { PROPOSED SLOPE DRAIN ~ \ l 1 , 8/C5.4
11 l 1/ rr l/ / / r v v ~ v v l c~. r' \ ~ ~ it \ \ l 1 ~ ~ I
I ! rr rl 111 ~ ~ _ v 1 r - - \ \ V l ~ N r r \ ~ 1 ~ I \ ~ 1\ l I
\ \ \ rr \ ~ ~ 1 \ o ! 4 C5.4 PROPOSED INLET PROTECTOR ll ~ \ 1 1 / 1 \ i 1 \ Ir
I t ~ r r ) \ \ f 1 I I\ \ I \ \ \ \ ~ ~ ip II
1 1 i r ! ` 1 f ! / I ! ~ \ \ ~ ~ ~ / PROPOSED TREE PROTECTION FENCE
I Ij -f r r ! ' \ \ ~ ~ ~ - ORANGE BARRIER FENCE)
I r t ~ 1 1 I IV ~~OUBLE SILT FENCE - . \ I
1 1 /1 - ~ r_ \ t i ~ J ! 1 rr ~ / r I /Ill / 1 1 1 1 I \ ! / r ~ 1 \ S~? TAIL 6 C5.4 W I / i ( / / \ \ SILT FAN BAFFLE ~ 1'RO (iil N FENCE ALONG \ I I
l 1 I I 1 ! 1 ~ ~ -SWIM\AR ~ ~ • ~ /liqu
• ~ I l~ 1 r ( l l ! \ I I \ r 1 1 / / \ ~ ~ ~ I i GENERAL NOTE: \ \ ~ _ ~ 11
!I ~ ~ ~ r„ / 1 / f / w ~ ~ > / / I / 1 \ \ \ Jil MAINTAIN A 2:1 RATIO OF LENGTH TO WIDTH IN SEDIMENT BASINS. \ \ \ \ ~ P
1 ~ lI h TM-- ~ ~ r l / / l r ~ ~ } Il t ~ \ \ ~ I!( USE BAFFLES AS NEEDED TO MEET THIS GOAL (TYP.) ~ \ pSSO
11 ~u N h 11 r , i / / / i \ \ \ ! I I G
.h I ! / / ? / / / / 1 ~ V f / / / / / ~ i I ~ I I / / \ ! \ \ ! I MAINTAIN TREE PROTECTION FENCE ALONG THE SWIM BUFFER FOR : ~i;',~+° ; ~I~SER BASIN ~ \ ~ 1L f ll~ : cu: \SEE DETAIL 7/C5.4 \ ! THE ENTIRE LENGTH OF THE STREAM ON SITE FOR AREAS OF . a ; ~ ; N ;
4A r / \ ~ / ! C-608 » IeoT. DIM = 12o xs ~ 1 f DISTURBANCE.
1 1 i ~ ~ I / / I i ~ I Qw U~ ~ r ~ 1 / l I / / r ~ \ TOP DIM 140 X80 I , 2 ~ . ~Y ~ ?
1 !I '~w - rX~ ~ l/ / / / l r ! I1 Qw 1 7~ ~ / / / / \\\TOP ELEV. 745 STABILIZE SE TREAM' ~M~~~ ! DOUBLE ROWS OF SILT FENCES ARE TO BE SPACED 3 APART AND • ~ ' ' / ~ \ 'BOT. ELEV. = 740 ING I N V~ 4' 4 ~ •
1 / ~ ~ r J l 1 / l I / / / 1 l ! I h' ~ / l I! I / I » ,CROSSING AFTE ~ \ ~ RISER / X17.63 10 FROM TOE OF SLOPE. TREE PROTECTION WILL BE PLACED 1
t 1 l l ~5 , _ r / / r r I~ ~ ...~4 J I ~ 1} I 1 ~ f r 11 1/1 / / f ~ ~ 6 A REL COMPLETED WITH I ~ T GE OF SILT FENCE. ~''~n~~u~''~ i ~ ~ _ ~RIPRAP -1s DEEP ~ I \ OFF FRON ED
~ ~ ~ - - r, r ~ ~ j f i j i ~ ~ ~ - , / I ! 1 ! "SILT CE BAF~ti \ LTER F l /J
I 1 ~ - ~ - r I / /
} ~ 6 r r / / / / I ~ \ ~ .DENUDED LIMITS \ ~ ~ R
~ 1 l i i l 1 ! r i it
~ 6 ~ 1 . , r _
1 \ I \ ~ 11 D• - \ ~ \ \ \ o. •
/ / / / /,o r / / / ~ i ~ \ , ,1 \I 1 \ 1vv A ~ ~ \ SILT NCE - TYP. 1\ \ . • •
l l r ~ ~ ~ l / / ~ ~ / ~ r ~ ~ 7 \ \ SEE DE AIL 6 C5.4 \ ~ 1,`1\ g~ / / \ / 1 \ ~ f ~
1.- i-- \ / / / - - - \ l ~ 1 c,,. ~ / \ l \ \ ~ 1 11 . 1 v ~ ! i~ it ~v~L l
\ ~ 1 „ 1 ~
~ ~ ~ \ ~ 111 11~
>r \ ~ \ 11 11 ~ v 'v v 1 1 Ill ll
~ r 1 ! r )III 1 ~ ~ a \ \ 1111 llti ~ - _ \ 111 \ i 1110
~ / l / / / / I ~ ~ r r ~ \ 1\1 ll 111 >Rg
/ r~' / l / / / / e r r _ ~ 1 / / / / 1 /r / ~ \ \ t l ll i The use of these drawings ~ - I \ `1 l ill' without written ermisslon
I / / / / / 1 I / ~ ~ / ~ \ L 11 III p / e \ l Ill from the architect/engin-
l / 1 / lI I l// \ / i ~ ~ \ 111{11 ll 1 1 eer is rohibited. Violators
~ i ~ I I I ! / / III / / ~ ` ! r r r / 1 ! ( ~ ! 1 / ~ / s L. , ` ll l{ will be subject to legoi i ~ ~ ~ \ ~ /l I tion. ~ ` \ \ l11 1111 l ac
l t ~ / / 1 I A I I III / / ~ r - _ r r f/ ~ ~ \ Illil ll
i / l 1 I J I ! III ! ~ ~ l ll / t 1 4 \ l ! 11 }1110
/ f 1 / l I 111 11111
I f I / 1 / ~ / ~ ( 1 I / / I ~ ~ ~ / \ 1 l~ 111 ~ ~ i 1 111i
{ l ~ ~ / / 1 r / ~ l f 1 \ 1 i tN I 1 - - / I . 11 t11
l I r/ I / y ~ ~ r J, I 1 1 f r- ~ \ III 11 111\1 / 1
1 \ ~ I I / l ~ ~ - _ - _ 1 l 1 \ I 1 Il
I I~ I 1 1 1 1 I r,. 1 l I 11 1 0 ~ ~ ~ 1 - / l
i 1 i ~ 4\ ~ r ~ 1 i ) / 1/!l \ \ ) / / /
I~ / ~ 11 1 - , ~ l i 1 - _ _ l / ~ / / ~ / I
! ~ v ! v 1 ~ ~ ~ _ _
~ ( ,I I / / ° /J
~ f 1 ~ ~ i
~ I i i r ~ 1 f ~ / - Irl f
} ~ ~ / 1 1 1 I - ~ ~ r \ I r / \ I 1 ~
I I ! l r1 , 1 f I 1! f /
~ \ i I l t l1/ \ I ! ll I ! I fr / I I ( /t o Z
1 I I I ~ r„ 1 ! \ I 1 / III II(I ~ z
I ~ l ~ 1 I I / l/ 1 1(Il ll \ Q
~ i I ~ \ I ~ l 1 t t r I ~ l 1 I' ~ l S~Eb1~lENT BAST 10
~ / / ~ TAIL 1 C5.4 U I / ! I I SEE DE / z
i ,s / ! f I BOT. DIM = 100 X15' 1 I / ! I I / / / TOP DIM = 130 X35 Z 0_ U .J
I \ r I / l) i 1 ~ } / / / I TOP ELEV. = 751 ~ J
~ / / 1 BOT. E EV. = 748 1 O I 3 / f ~,4 ~ _
~ I ~ ~ / / l 111 1 l 1 l ` c,a _ / l \ l
I 1 l W m z } ~ I ! I I l l 1~~ ! i ~ l o
~ ° / r ~ ~ ~ - r / ! I ~ ~Il oz i ! 1 ~ z
1 f I 11 1 ` ww_ r I 111 1\\ ~ I i
l 1 Il 1 1 ~ oo_ I f l 1 1 1 1 I l I\ 1 { l l ~ o
I / / ~ ~ ~ / J \ I 1 ~ 1 ~ r ~ / i I / ~ r / 1 4 4 1 i 1 111 \ \ 4 I\ 1 1 11 w~
w l~ l \ \ 1 111 \ >wz 1 I 1 \ t 1 11 \ > Q
1 III ~ ~ ~ ~ r 1 I ti -..,r l I l ow- z I l I \ \ ~ ~ ~
LAJ F- Ne' V4010, \ r^ ~ L~ V J
~ l l i l ~ i 1
1 \ \ \ ry
j r 1 1 o v 1/ r \ ` \ \ IZ W
/ ~ 1 1
AA
,
t 1 6 f SILT DITCH 1'YP. W
E~ t r -SEE DETAIL 2/C5.
w 0 Li
/ a cn
Pro'ect No. A**
DENUDED LIMITS i \ 1 ~ ~ ~ ~ ? / INLET PROTECTOR - TYP. N , \ \ \ ? \ / l\ (
SEE DETAIL 4/C5.4
_AL ? / ? r'` o s rr
- / ' ° ? / / f Checked b MVS
lk.
r° ° ? ? Drawn b MVS
d \ \ \ \ \ \ SEDIMENT BASIN 6 - Dote Drawn 8/6/02
u i, \ \ I 1 SEE DETAIL I /C5.4 N 1 t T 'X35 - - / _ 1 1 BO .DIM 60 _ \ h - - Revisions
- - - J - - co m TOP DIM 100'X55
N \ \ \ ( t TOP ELEV. 759 1 Revised pion per count
OT. ELEV. - 7-54 \ - ° O \ CHECK DAM - TYP._ - _ _ SEE DETAIL 3/C5.4 _ _ r ~ comments 10.07.02 s rr/s r I RISER i
I to ADDED BAFFLES _ " A ? ' °j / ? 2 P COUNTY COMM 11,11
ADDED OUTLETS ON SED, BASINS 3 COUNTY COMMENTS 2.28.02
N 4 REMSED LOTS AND SWIM BUFFER PER COUNTY COMMENTS 3.06,02
0 5 REMSED LOTS ALONG SOUTHERN
O GRAPHIC SCALE PROPERTY LINE 08,26-n.3
O 4 U Sheet so o 30 ao 120 sao
^C 95
LJ J LL ( IN FEET) •
O 1 inch = 60 ft.
Q
U
J i

TOP OF DAM
REMOVABLE TRASH RACK IS OPTIONAL FOR EASE IN MAINTENANCE.
Stake T CMP RISE ANTI-VORIEX PLATE C ~ WELDED 0 TRASH RACK ~ C
w (6' MIN,) 2 X 4" wood frame RISER CREST 2 2
F py 1 1 w •Q) r , ~
TOP OF BERM 1' MAX, 2' ° ~MIN~ CMP PERFORATED RISER O N Y SEDIMENT CLEAN OUT ELEV. W CD C
1' MIN. DESIGN HIGH WATER 1.5' Fabr ' FREEBOARD(MIN) e a ~ Fabric (REF TO NOTE 3 OF GENERAL NOTES) X15 WASHED STONE FLTER
SPILLWAY CREST maX Q al w RIP-RAP APRON ~ N
v Z U ~r`O ~ N
SEDIMENT STORAGE 1' ~ - -I I I- _ _ DISCHARGE PIPE O 00 - _ I-I ~ _I ~ CLEAN OUT STAKE-~- ~ ^ N U
MAXIMUM LEVEL OF SEDIMENT 12" ~5 W SSTHEO 2 _I I I-I _ _ = I_ COLLECTED CLEAN BASIN OUT CLEAN OUT STAKE _ ONE -11 8'MAX, - - - - - - Z2 • • ~ L~
( -III=1 - I I=11 I=11 WHEN THIS LEVEL REACHED) N -i_ 3 - = I= 'III-~f-I I I ~ -1 I I-~ I I-~ I I- - ~ BOTTOM OF BASIN I
r min. N I - Q W vZ ~ III-~ I I ..~n ,1• n4 « ~ ~ ~
IP RAP Buried Fabric ~~RR ~ ~ ~ ANTI-SEEP COLLARS V W 0
SECTION THROUGH BASIN AND FILTER CONC. ANCHOR SIZE, QTY, AND SPACING VARIES t~ 0) ~ S N 00 0 U
6' ?~Ip W N ~s ~
~i-(nU Q
~I BASIN RISER BARREL SLOPE D S Y Z L STORAGE # ROWS # HOLES ~ a
~ ~ , x Drop Inlet - - _ o
~ SILT FENCE with rate 9 FJ.~ x 3' 3 48" 36" 0.50x 10" 8' 5' 3' - 41880 CF 4 50 U Z N , ~
CARRY RIP RAP UP L (10' MIN.) CLASS 1 OR 2 1 c
~ x SIDES OF SPILLWAYS RIP RAP ~ 'O ^ ~ - - IP RAP APRON -~-Frame - - " , ' - 76625 CF 3 63 a - min 5 60 36 0.50x 12 8,5 4.5 2 5 J
~ i 9 R~ x efRM EE BASIN SECTION ABOVE - - _ ~
I " 0.50x 10" 8' 5' 3' - 25056 CF 4 50 8 48 36 ~
Ofln,, t , ~ »I, , ~ A.,~ r'v 'i 1 '~Cl ~+"~llti,x~r!ti;'('t;l'1~ ,<,y,~h'iy'.'~I;sAtR;l",~f' pp -
O1l 1~iM~,I,,.YWWW///~~~.r ;~l`~,h;, y1;r~ir4r~~ wl, b _ ~ ~INYi'~p~~,`~a ~~'1' « N5 WASHED STONE ~ 9 48 36 0.50x 10 8 4,5 2.5 - 51313 CF 3 50 .,;,O,r,;:
fix-.- ~ '?,1'!w'~',~'~w ~%~.~~a~"1"~4 ~ ~ x Ir +N~,YU . SILT FENCE ~,'M~~',~",»~+F~S~ ,~u~,~w"~"+~~,~° ;.4.~r
RIP RAP APRON TO CONTINUE ,~,u n1s?w;~ t~,rr~r„"
TO LIMITS OF DISTURBED AREA - Gather GENERAL NOTES: NOTES:
E excess T MAT. ANY FILL IN THE WETLAND POND AREAS WILL BE PLACED AS NOTED ON THE 1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION ANO R00 EMBANKMENT Flll PLACEMENT AS NOTED ON SHEETS C3.4-C3,7 TO THE POOL AREA SHALL BE CLEARED. CONSTRUCTION THE PERMANENT DAM EMBANKMENT FOR FUTURE, THE RISER AND
DATA BLOCK at corners X (7' MIN.) "7' ~ 2. THE FlLL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION AS WELL OUTLET PIPING WILL BE REMOVED AFTER SITE IS STABILIZED AND THE FlNAL
SEDIMENT .-7 BASIN L H Z W X REOUI~RED ~ ELEVATION OF BERM AND FILTER AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER OBJEC110NABLE MATERIAL. 1HE EMBANKMENT SHAH CONSTRUC110N OF THE WETLAND PONDS WILL ~ COMPLETED AS SHOWN ON
BE COMPACTED BY TRAVERSING WITH EWIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT ~ SHEETS C3,4-C.3.7. CONSTRUCTED 1HR000H FILL SECiIONS.
1 10' 3' 2' 6' 7' 4500 3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED
TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH
2 10' s' 2' 6' S22o TEMP, FABRIC DROP INLET PREOTECTION OTECTION A MANNER THAT IT WILL NOT ERODE. 4. THE TRAP SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
5. CONSTRUC710N OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLU110N IS MINIMIZED.
2 a 12' a' 1' s' 11~DO N.T.S. 8, All CUT AND FlLL SLOPES SHALL BE 2:1 OR FLATTER.
6 15' 3' 2' 6' T 10080 7. SEDIMENT BASIN EMBANKMENTS SHOULD BE PROVIDED WI1H EROSION CONTROL AND STABIUZAlION.
7 10' 3' 2' 6' 7' 900 T LAR FOR ILLUSTRATIVE PURPOSES ONLY, ANO MAY BE CONSTRUCTED IN ANY SHAPE 8. STORAGE AREA IS SHOWN AS REC ANCU
MINIMUM STORAGE VOLUME REWIREMENT IS MET. THE BASIN SHOULD ALSO ~ ORIENTED SUCH THAT THE A $QC 0~ PRODDED THE GC~•••,....••• / FILTER AND 1HE MAIN FLOW OF WATER AND SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN DIMENSIONS. : ~ susYfy ~
10 10' 3' 2' 6' 7' 5040 9, REQUIRED STORAGE IS 1800 CUBIC FEET OF STORAGE VOLUME PER ACRES OF DENUDED AREA. IF CLEAN WATER FROM ~ gy'm'; TC1
UNDISTURBED AREAS IN DRAINAGE BASIN ARE TAKEN AROUND OR THROUGH THE DENUDED AREA BY NON EROSIVE MEASURES, ; : V7 THEN BASINS MAY BE SIZED BY DENUDED ACRES. RECOMMENDED STORAGE IS 1800 CUBIC FEET OF STORAGE PER ACRE OF ; ~ ~ ~-60$ •
DATA BLOCK TO BE COMPLETED BY DESIGNER AND SUBMITTED WITH EROSION CONTROL PLANS. DRAINAGE AREA. ~ Q ~ ~ •
10. THE LENGTH OF THE STONE OUTLET SPILLWAY) IS TO BE BASED ON A 10 YEAR STORM. • 1' ~ ~ ~ ~ •
GRAVEL AND RIP RAP SEDIMENT BASIN 11. WHENEVER TOPOGRAPHY ALLOWS, 1HE BASIN LENGTH SHOULD BE TWICE (2X) THE BASIN WIDTH, TO ALLOW FOR SETTLING, BAFFLES MOULD BE PRODDED IN THE BASIN WHERE THE LENGTH IS LESS THAN TWICE THE WIDTH. ~i
IMENT ASINS AT THE LOW POINT IN THE BASIN, THE STAKES SHALL BE MARKED ~~~~,r'n a+~~~' 12, CLEANOUT STAKES SHALL BE PLACED IN ALL SED B
N.T.S. SHOWING THE HALF FULL, gFANOUT POINT, OF THE BASIN,
13. SAFETY FENgNG 3' HIGH SHWLD ~ PLACED AROUND ALL SEDIMENT BASINS.
NOTES: 14. FOR DESIGN OF RISER TYPE SEDIMENT BASINS, REFER TO THE NORTH CAROLINA DEPARTMENT OF ENDRONMENT, HEALTH, AND NATURAL RESOURCES, EROSION ANO SENT CnN1ROL INNING D DESIGN MANUA!
15. Fat SLOPES GREATER THAN 10'IN LENGTH AND PROTECTED BY SILT FENCE AT 1HE TOE OF THE SLOPE, SLOPE TERRACMIG Will '~J~~ CA
a. GRAVEL PAD TO BE 18~x 100' AND 6" ~ REWIRED. , ' . ~
THICK MINIMUM 16. THE BERM ON SEDIMENT BASINS SHALL BE SEEDED ONCE FlNAL GRADE HAS BEEN REACHED. THE SILT FENCE MAY BE REMOVED ~ ' 9
IF PERMISSION HAS BEEN GRANTED BY THE qTY/COUNTY LAND DEVELOPMENT INSPECTOR ~@ THE GRASS NAS GERMINATED AND ' STABLE GROUND HAS BEEN ESTABLISHED. ' 3328
b. TURNING RADIUS SUFFICIENT TO 17. WASHED STONE AND WIRE BACKING SHALL BE USED WITH SILT FENCE WHENEVER SILT FENCE IS PLACED AT TOE Of A SLOPE>10' ~ '
ACCOMMODATE LARGE TRUCKS IS TO BE VERTICAL OR ALONG ANY CHANNEL OR WATER COURSE WHERE 50' ~ BUFFER IS NOT PRODDED. L R fY 0~~..
PROVIDED, D•
c. ENTRANCE(S) SHOULD BE LOCATED TO RISER BASIN ~.~•03
PROVIDE FOR MAXIMUM UTILITY BY ALL N.T,S.
Section through embankment and basin control
COMPACTED SOIL CONSTRUCTION VEHICLES. INSTALL BERM AT END 2' MIN
OF EACH DAY OF GRADING d. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR ©Copyright
DIRECT FLOW OF MUD ONTO STREETS. The use of these drawings
' ow PERIODIC TOPDRESSING WITH STONE ~N 3 MIN. DEPTH F~ . T LENGTH AS NECESSARY SEDIMENT PIT without written permission TO 00 THRU DIKE RIP RAP do WASHED STONE
- - - SILL BE NECESSARY; KEEP SOME HANDY. NOTES: APPLICABLE AT ALL POINTS OF i - I = I i`-'~i'i'-i~i'i~-ii'i`-i~i"- I,-I I1=1J,-~~'~;-"~I I. ~ ~ 1=1 ~ I~ FILTER BERM from the orchitect/engin- PIPE ~ CMIp STD 3012) eer is prohibited, Violators
- - - - - - INGRESS & EGRESS UNTIL SITE IS I-III=11 I=1 I I III- I I-I I ~I I I=11 III=11 I=1 I I=11=1 111 I-I 1=1 I I-III: 1 1' M ( will be subject to legal
=I I~ ~I=III=III= I I= I I=I I I~=III=III=I I~ I I=III=III=III fI=III=III=III=III=III=~= e. ANY MATERIAL WHICH STILL MAKES IT STABILIZED, FREQUENT CHECKS OF IMENT PIT octian. i
III=11 I=1 I I-11 ~I I III=III=11(=1 I 1=111=III=111=1 I I=1 I I. I rl i I-III-III-"'-"'-"'-"'-"'' ONTO THE ROAD MUST BE CLEANED UP THE DEVICE AND TIMELY IMMEDIATELY. MAINTENANCE MUST BE PROVIDED. FLEXIBLE PIPE ~D+12" • FLEXIBLE PIPE
6' TYPICAL STAKE- STAKE
'
TIE DOWN AT END NV AT END . •
I 4' MIN)r • ~ TIONS + SEEDING SPECIFICA 4 MIN) ,
P~ ~0 DIAMETER (D) , ' ,
~~G 3:1 SLOPES OR FLATTER
Q ' ~ ~ 1. A I a ricultural lime at the rate of 90 lbs. 1000 S.F. • PP Y 9 /
SILT DITCH SECTION • TAKES 2. Apply 10-10-10 Commercial Fertilizer of the rote of 20 Ibs/1000 S.F.
Boa. N.T.S. . 3. Seed in accordance with the following schedule and application rates: • EARTH DIKE
Mi H ~ i PROFILE RIP-RAP APR DATE TYPE PLANTING RATE
~ AT LESS THAN 1% SLOPE - I SLOPE •
g • Au uat 15 -November 1 Tall fescue 300 Ibs./ac. or 7 Ibs,/1000 S.F.
EXTEND To EDGE of DISTURBANCE + - 1 T II Fescue 300 lbs. ac. or 7 Ibs. 1000 S.F, November 1 March a / /
L =The distance such that points ~ and Abruzzi Rye 25 Ibs./ac. or .5 Ib./1000 S.F. CONSTRUC110N SPECIFlCA110NS:
A and B are of equal elevation J~ 6 MIN
1 TH TOP OF THE EARTH DIKE OVER 1HE INLET PIPE AND THOSE March 1 -Aril 15 Tall fescue 300 Ibs./ac. or 7 Ibs./1000 S.F. E P ~ DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1 FOOT
P`' HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. A rll 15 -Jul 30 Hulled Common 30 lbs. ac. or 1 Ib./1000 S. F. Z P Y / Q
40~ max. on slo es 2% rester p 9 2. THE PIPE SHALL BE fLEXIBIE WITH WATER 11GHT CONNECTING Bermuda Grass BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE.
100 max. for flat areas of 1 ~ to 2% 3. A RIP RAP APRON SHALL BE PRODDED AT THE OUTLET, IF U - T II F scue and 300 lbs. ac. or 7 Ibs. 1000 S.F. W
COARSE AGGREGATE EMPTYING INTO A DISTURBED AREA. July 15 August 15 a e / / Z 4, THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE Browntop Millet 35 Ibs./ac. or 7/8 Ib./1000 SF -
2-3'• SEC110N SHALL BE HAND TAMPED IN 4' LIFTS TO THE TOP OF or Sorghum Sudan 30 Ibs./aC. or 3/4 Ib./1000 SF Z W V
A ~ g THE EARTH DIKE, H rids ~ J ~ J 5. FOLLOW-UP INSPEC110N AND ANY NEEDED MAINTENANCE SHALL
L=100 BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY 4. Muich with straw a lied at the rate of 1.5 bales 1000 S.F. ~ " ~ Z
RESPONSIBLE PARTY OR HIS AGEN . 8. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT W m Z
FENCE TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE *Heovlly mulched during January-March period. ~ O T FENCE, O Z ~ LL SIL W - r
TEMPORARY CONSTRUCTION ENTRANCE EXIT SLOPES GREATER THAN 3:1 TO 2:1 SLOPES W (n
NOTES: N.T.S. FL Z FLEXIBLE PIPE SLOPE DRAIN ° ~ I
Space check dam in a channel so that the crest 1, Apply agricultural Ilme at the rate of 90 Ibs./1000 S.F. W O
N.' of downstream dam is at elevation of the toe of N.T.S, 2. Apply 10-10-10 commercial fertilizer at the rate of 20 Ibs./1000 S.F. > W Z 3. Seed in accordance with he following schedule and application rates: W > Q
upstream dam ox sloPE~ rn ° W ~ V/ O J
1' ~ DATE TYPE PLANTING RATE _ Z MIN. W F- Y
B NOTES: March 1 -June 1 Sericea Lespedeza 50 Ibs./ac, or 1,5 Ibs./1000 SF Z
A x x 1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON W TO BE DESIGNED BY THE ENGINEER, lulnreh - Anrll Add Tall FeArue 50 16s./ac. or 3.5 Ibs./1000 SF ~ ~/1
. "1 ~
1,0 MIN. 'I Il 2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR Or O
9" MIN. RIPRAP APRON DESIGN STANDARDS. 0~
March - June Add Weeping 5 lbs./ac. or 1/8 lbs./1000 SF n / 3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
WIRE BACKING(MAX. OPENING SIZE 4"X4") OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF Lovegross 2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR I
FABRIC METAL POST FILTER CULVERT HEIGHT. W June -September 1 Tall Fescue and 60 lbs./ac, or 1.5 lbs./1000 SF
BACKFILL MIN 8" THICK LAYER OF GRAVEL 4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON To THE Browntop Millet 35 lbs./ac. or 7/8 lbs./1000 SF SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE or Sorghum Sudan 30 lbs./ac. or 3/4 lbs./1000 SF
FILTER FABRIC WIRE BACKING(MAX. OPENING SIZE 4"X4') SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL THE Hybrids
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
METAL POST " 5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1 September - March 1 Sericeo Lespedezo 70 lbs./ac. or 3/4 lbs./1000 SF PLAN 6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER. (unhulled -
unscarlNed)
Filter fabric r- - II ll 1L II III 1l B 7. THE PLACING OF FILL. EITHER LOOSE OR COMPACTED IN THE RECEIVING Toll Fescue or 150 lbs./ac. or 3.5 lbs. 1000 S.F. L CHANNEL SHALL NOT BE ALLOWED. Millet or Sudan 20 lb ./ac. or 1/2 lb. /1000 S.F. w
(10' MIN.) a NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL F2
TTED ***Temporary - Reseed September 1 at recommended rates.
A i ff Tr' =III =11 a" - _I I ~ _I 11= W 9. DEPENDING ON SOIL CONDITIONS, WASHED STONE OR FILTER FABRIC WILL BE " .1 w
Class 1 or B Erosion Control COMPACTED FILL V-TRENCH -~-1 I I=1 I I=1 I I I ATURAL GRADE NECESSARY UNDER RIP RAP. 4. Mulch with 3 straw applied at the rate of 50-90 lbs./1000 S.F. and X i
Stone 1= I-1=III=111= 10. ANY DISTURBED AREA FROM END OF APRON TO RECEIVING CHANNEL MUST BE anchor with asphalt emulsion tack coat applied at the rate of 14-28 a STABILIZED. gals./1000 S.F. or 800-1200 gals./acre.
_I I L_1 I f_I I I_I I I=1 I AH I RIP RAP I H
SEED BED PREPARATION NOTES: Pro'ect No.
1. Surface water control measures to be installed according to plan. 51665
4" #5 WASHED STONE 2. Areas to be seeded shall be ripped and spread with available topsoil
24" MAX. at center EXTENSION OF FABRIC AND WIRE WIRE BACKING(MAX. OPENING SIZE 4"X4") NOTE: MINIMI
INTO THE TRENCH PIPE I NOTE: MINIMUM H-2/3 LAYER OF FILTER FABRIC 3 deep. Total seedbed preparation depth shall be 4 to 6 deep. PIPE DIAMETER
Filter fabric METAL POST S- 3. Loose rocks, roots and other obstructions shall be removed from the Checked by BSW TAB ECTION B B DATA surface so that they will not interfere with establishment and Drawn b
FILTER FABRIC OUTLET dMAX THK. L W M H maintenance of vegetation. Surface for final seedbed preparation, at Date Drawn 8/6/02
.III= II- 10 7„ 1 1619 20 23.5 2 3 finish grades shown, shall be reasonably smooth and uniform. 1
3 =1 ~ I~ ~ 1=1 I I-y ' I=1 11=J 11=1 I 10A 8.5" 13" 19„ 19' 20.5' 2 1' 4. If no soil test is taken, fertilizer and lime to be according to Revisions
~ - - - - - I- - _ WIRE 0 60 3" 5" 7" 10' 6' 2 1.5' seeding specifications above. In addition, provide 15 lbs./1000 S.F. 1 Revised plan per county
SECTION A-A i t l~ -III- _ :I I I-III- N III III_ - 70 5 809 11„ 12 14 2 1.5 of superphosphate, comments 10.07.02
to .IIaII, I II; 80 4" 9" 18' 23' 2 2' 5. If soil test is taken, provide lime and fertilizer according to soil 2 Revised basin 4 for Ph 2
ro 8" I-I , I I 104 4" 6" 9" 11' 12.5' 2 it test report. diversion -1.16.03
i Stone should be placed over the channel banks to keep water ' - 4" .r i
o from cutting around the dam. / 3 105 4 610 9 10 11.5' 1 2 1 6. Lime and fertilizer shall be applied uniformly and mixed with the soil
LO CD 120 21" 32" 47" 42.5' 46' 2 3' during seedbed preparation. 4 10.29.03 County comments
to 208 got 14" 20" 20' 22.5' 2 2' Sheet
SILT FENCE
CHECK DAM a N.T.S. RIPRAP APRON AT PIPE OUTLETS
/ N.T.S. 0 N.T.S.
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CADD FILE: 51665 dw 51665rood ro.dw
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CADD FILE: 51665 dw 51665road ro.dw
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CADD FILE: XXXXX XXX.DWG
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