20081158 Ver 1_More Info Received_20090713

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JUL 1 3 [C?G9
MEMORANDUM wEAAt?s woo SSTTR'A EAR 0R0CH
DATE: July 10, 2009
sw? TO: Ms. Annette Lucas Mr. Alan Johnson
NCDENR - 401 Oversight & NCDENR - DWQ
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Express Permitting Unit Mooresville Regional Office
2321 Crabtree Blvd., Suite 250 610 E. Center Street
Raleigh, NC 27604 Mooresville, NC 281 1 5
design resource group 919.733.1786 704.663.1699
FROM: Scott Kiger
RE: Campus Corners / The Flats At Mallard Creek
Charlotte, North Carolina
Ms. Lucas and Mr. Johnson:
Please find attached the following information for your review and
records of the Campus Corners which is changing names to The Flats
At Mallard Creek.
This project was subject to and approved under the city of Charlottes
PCCO.
(1) set of stamped approved plans
(1) set of the approved drainage calculations
(1) copy of the Planned MultiFamily Approval Letter
(1) copy of the Campus Corners 401 Permit
(1) copy of the Campus Corners 404 Permit
(1) copy of the Mallard Creek Ltd. 401 Transfer Request 7-7-09
(1) copy of the Mallard Creek Ltd. 404 Transfer Request 7-7-09
If you have any questions regarding these comments please don't
hesitate to call.
cott R. Kiger
Design Res urce roup, PA
2459 wilkinson boulevard, suite 200
landscape architecture urban design > civil engineering = land planning - traffic engineering charlotte, nc 28208
p 704-343-0608 f704-358-3093
CITY OF CHARLOTTE
PLANNED MULTI-FAMILY
TENTATIVE APPROVAL OF PRELIMINARY SUBDIVISION PLAN
Name of Project:
Location of Subdivision:
Owner's Name:
Address:
Campus Corners
East Mallard Creek Church Road
Charlotte, North Carolina
Vestcor Communities
3020 Hartley Road Suite 300
Jacksonville, Fl 32257
(City, State, Zip)
904.260.3030
(Telephone Number)
moraanavestcor. com
(E-Mail Address)
1
Date of application submitted for Preliminary Plan approval: 3 1' 16, s
CITY ENGINEERING DEPARTMENT:
The preliminary plan for this subdivision is approved for construction and development in accordance with
the Engineering provision of the City of Charlotte Subdivision Ordinances
City Engineering Department
I? ?2L4
Date '
CHARLOTTE-MECKLENBURG PLANNING DEPARTMENT:
The preliminary plan for this subdivision is approved for construction and development in accordance with all
provision of City of Charlotte Subdivision Ordinance.
Planning Stuff
( n
Date
Note: The approval of this preliminary Subdivision Plan may be appealed within ten days of the date signed
by the Planning Department Staff, in accordance with Section 4.102 and 4.103 of the Subdivision
Ordinance. This appeal may be initiated by any person aggrieved or by any officer, department,
board, or bureau of the City of Charlotte or Mecklenburg County.
www.charlottMIanningy orgy

August 25, 204-
DWQ# 08-1158
Mecklenburg County
Mr. Dan Cimaglia
WP East Acquisitions, LLC
1001 Morehead Square Dr., Ste. 250
Charlotte, NC 28203
Subject, Campus Corners
APPROVAL o 401 Water Quality Certification with Additional Conditions
Dear Mr. Cimaglia:
You have our approval, in accordance with the attached conditions and those
listed below, to impact 185 linear fleet (lf) of intermittent stream to Mallard Creep in order
to construct the subject development in Mecklenburg County, as described in your
application received by the Division of Water Quality (DWQ) on July 29, 2008. After
reviewing your application, we have determined that this project is covered by Water
Quality General Certificati=on Number 3705, which can be viewed can our web site at
http://h2o.enr,state nC Usincwetlands. The General Certification allows you to use
Nationwide Permit Number 39 once it is issued to you by the U-S. Army Corps of
Engineers. Please note that you should get any other federal, state or local permits
before proceeding with your project, including those required by (but not limited to)
Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed
regulations.
The above noted Certification will expire when the associated 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 yawner must be given
a copy of the Certification and approval letter-, and is thereby responsible for complying
with all conditions.
In addition to the requirements of the certification, you must also comply with the
following conditions;
1. The Mooresville Regional Office shall be notified in writing once construction at the
approved impact areas has commenced.
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2. Storm water discharge structures at this site shall be constructed in a manner such
that the potential receiving streams (of the discharge) will not be impacted due to
sediment accumulations, scouring or erosion of the stream hanks.
3. Prier to construction, a final, written storm water management plan (including a
signed and notarized Operation and Maintenance Agreement) shall be submitted to
the 401 Oversight and Express Permitting Unit (2321 Crabtree Blvd,, Suite 258.
Raleigh, NC, 27-04) within 60 days of the issuance of the 401 Mater Quality
Certification, The storm water management plans shall be approved in writing by
this Office before the impacts specified in this Certification occur. You have the
option of using the Express Review Program for expedited approval of these plans.
If you propose to use the Express Review Program, remember to include the
appropriate flee with the plan. The storm water management plan must include
construction plans, specifications, storm water BtV1P worksheets, and supporting
calculations. The storm water best management practices are required to be
appropriate for the surface water classification and designed to remove at least 85%
TSS according to the most recent version of the NC DENR Storm crater Best
Management Practices Manual. These facilities must be designed to treat the runoff
from the entire project, unless otherwise explicitly approved by the Division of Water
Quality. Also, before any permanent building is occupied at the subject site, the
facilities (as approved by this Office) shall be constructed and operational, and the
storm water management plan (as approved by this Office) shall be implemented.
The structural stormwater practices as approved by this Office as well as drainage
patterns must be maintained in perpetuity. No changes to the structural storm water
practices shall be made without written authorization from the Division of Water
Quality.
4. Upon completion of the project, the applicant shall complete and return the enclosed
-Certificate of Completion" form to the 401A/Vetla ds unit of the NC Division of Water
Quality,
5, Continuing Compliance. The applicant (WP East Acquisitions, LLC; Dan Cimaglia)
shall conduct all activities in a manner so as not to contravene any state water quality
standard (including any requirements for compliance with section 303(d) of the Clean
Water Act) and any ether appropriate requirements of state and federal law, if DWQ
determines that such standards or laws are not being met (including the failure to
sustain a designated or achieved use) or that state or federal law is being violated, or
that further conditions are necessary to assure compliance, DWQ may reevaluate and
modify this certification to include conditions appropriate to assure compliance with
such standards and requirements in accordance with 15 A NCAC 2H.0507(d). Before
codifying the certification, DWQ shall notify the applicant and the US Army Corps of
Engineers, provide public notice in accordance with 15A NCAC 2H.0503 and provide
opportunity for public hearing in accordance with 15A NCAC 2H.0504. Any new or
revised conditions shall be provided to the applicant in writing., shall be provided to the
United States Army Corps of Engineers for reference in any permit issued pursuant to
Section 414 of the Clean Water Act, and shall also become conditions of the 484
Permit for the project.

If you do not accept any of the conditions of this certification, you may ask for an
adjudicatory hearing, You must act within 60 days of the data that you receive this letter.
To ask for a hearing,. send a written petition that conforms to Chapter 160E of the North
Carolina Ge-eral Statutes to the Office of Administrative Hearings, 6714 Mail Service
Center., Raleigh, N.C. 27699-6714, This certification and its conditions are final and
binding unless you ask for a hearing.
This letter completes the review of the Division of Mater Quality under Section 401 or
the Clean Water Act. If you have any questions, please telephone Mr. Alan Johnson in
the Mooresville Regional Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office
in Raleigh 919-733-5+721..
Sincerely,
for Coleen H. Sullins
Attachments
cc: Army Corps of Engineers. Asheville
Ian McMillan, Wetlands Unit
MRQ, Land Quality
Central Files
File Copy
Len Rindner

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW-2008-02222-360 County: !!'Ceeklenbure USES Quad: Harrisburg
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner rkuthorized Agent: ?N'P East Acttuisitions. LL,C. Attn: Dan Cimaglia
Address: 1001 Morehead Square Drip°e. Suite 250
CCharlotte, NC 282033
Telephone No.:
Size and location of property (water body, road nante:`number, town, etc.): Campus Corners
Apartments located on an 8.2 acre tract off of East '.Mallard Church Road; in Charlotte
Description of`prpjccts area and activity: This permit authorizes impacts to 0.03 acre of wetlands and
185 LF of an intermittent, UT-Mallard Creek for the purpose of ac+ omodattin the construction of
multi-family housing, associated parking, and a star water management facility.
Applicable Law: Z Section 404 (Clean Water Act. 33 USC° 1344)
? Section 10 (,Rivers and Harbors Act, 33 U SC 4035)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 18
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance,, th the
attached conditions and your submitted plans, Any violation of the attached conditions or deviation from your
submitted plans may subject the permittee to a stop work order. a restoration order ancFor appropriate Iega.l action.
Timis verification will remain valid until the expiration date identified below unless the nationwide authorization
is modified, suspended or revoked- If., prior to the expiration date identified below, the nationwide permit
authorisation is reissued and or modified, this verification will remain valid until the expiration date identified
below, provided it complies with all requirements of the modified nationwide permit. If the nationwide permit
authorization expires or is suspended, revoked, or is modified, such that the activity would no lonµ: er comply with
the terms and conditions of the nationwide permit, activities which have commenced (i.e.. are under construction) or
are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the avtivi,N
is completed within twelve months of the date of the nationwide permit's expiration, modification or re?,oeatjon,
unless discretionary authority has been exerL:i`cd on a case-by.-case basis to modiR', suspend or revoke the
authorisation,
Activities subject to Section 49 (as indicate:l above} may also require an individual S:i >n 401 Fates Quality
Certification. You should contact the NC D1 ?'kion of Water Quality (telephone [phone] to determine
Section 401 requirements.
For activities occurring w=ithin the twenty coastal counties sultjcct to regulation under dhe C olstal .area
Management Act (CA MA). prior to f7egi.nnin work you must conti,t time N.C.:Di\ i,ion of( z Management.
This I partment of the Array veri Ii?ation cleats not relieve the permittee of the responsibility to obtain anv other
required Federal, State or local approval-, permits.
If there are any questions regarding this verification. any ofthe conditions of the Permit, or the Corp.,; of
I ngince-rs regulatory program, phase contact Steve Chapin at 928-1-17 1-"'9fff}.
Corps Rt= ulatctry Official Ste C Ii i +itt Daie: August ?l. 2t){)8
Expiration Date cif' Verif ication: August 21, 2010
The lZ'ilniin?Ion oniimiaci t: pt oviilin tits hi h si 1e",,el ofsuppart to the public. t t. ensure we
41it .lr'n14 :f11t \N f 4?) ill 1,L?ii. t O :oil #T .7? _h aLIS1Ci i3tl1C.
Determination of Jurisdiction:
A. r-1 rlasC on relif?itn3r_F .ippmar tt z il' It'.'t A ilic 1. \ iI,:Iudin.. ands .4 nlnit? the ah',!v
af c ,.
drwribcd pr(ject area. `A hi., M liniinar°, detemiinati to is not art app ;:aF,:l it; action t ilic 1)e:i4ultatory
Program :' dm mstrat-ive Appeal Proxs,, j Clc:ente 33 C1 R P.Irt 131.
B. ? There arc Xa\ i+uable Watc_rs of the United tt s 1{ idiin the aibo-v-e i cscriN:: rroWct ar a hjr t to the
fi thu Rive.r,? and l i a.-Nir=:Act and Lctatata 404 it the Li::z3n WaiCr A?'t_
liCrYrtit r tliref?lent`, i Clt)i1 ! } 1,
Unless there is & ham-,c iii the hi" c,r our nul?li,;I? i rrLt iatt:3214, this determimition may bu r=,' ie,? up,,;: f-,,r a
period not to cxL.+. iit i' ars from the date of this nou i ';.lien.
C. T1tc t are wfitL?rs o thu US an&w wetlands within tine above described prc>,ject area subject to the permit
requirements of Se:tlon -fit.)-} of tics' Clean Water Act (CW )(33 USC § 12f'"-i. Lnless them isa changer in the
lay{ or our publidied, e rulatic i?. di,, dcic nimation may be relied upon for a period not to exceed fig=e, years
f-on, die date of this n 'ti:<iiion.
D. n llic jurisdictionril arras within the above tie.,rilxc pTo1j,%:i ai°a have been identified under a prev=ious action.
Please rcteren jurk ictjonai determination :swell -, Ac_tion ID
Basis of Jurisdictional Determination: The rite contains wt:tlartd, as determined by the SAC E 1987 Wetland
Delineation Manual and is udta:ent to a stream hannel eiat exhil nl, mdicatcrs of ordinary high water marks- The
A allard t T ! uItit ti
?trtaT23 channel on the prc,pcric is an unnarred tributan, to Mallard Creek which flo N into M
flows, into the Ro,,kv RI cr kdti:'r, lo,r s into the Yadkin ti\'cr and uluniziely flov; ?, tt, the Atlantic Ocean thro h
the MallardC.rcekt-Rok'+'Rivcr'-Yadk-1ri 1.ILC:r=v l:in 1ki?icli isa`ce:;Ion 10 waterway at Bh-?,:!t
Falls dam.
Appeals Information. {This information des not apple to preliminary d °t{ Z .z l i ..., k indicated b, Para graph A.
above).
Attached ifs this ?i Rl.i`<itiilil 1? an i,E i :`{`eel ?i1:2s iCti )ilal di t Sit74Patit i1. fti>U Fie 3i? in tiiiiLiit {';'t?: tlt ii
appro cJ ftirisdi.ti_"1a1 determlr,iili tt.. you car; r? ak1 . t', i l:i?11)t?t lint: sappt.. tlnd-. 'IR L . Tl its 7t ?T3.11
fiiiidis'i{tiltlu313tit,: >i ?l? a1 l is tti t at>i utCt ;tier, tixr.,npc:al(Ri'{; CO= vour-xjtist tot, appeal
this dtt stiJmn1,.:i)mplctel 112 i iorn'i +'til,: follouingaddres-7'
District Erigineet. W IImingIor) 4t UialoryProgram
Attn: Steve Chapin, Proie; t
151 partor, Al,:nu koll r l 2
Asheville, N ru' t azolin:i 2ti`01i1
in order for an RFA to K' a .ct t u h, !h i orl,s, ?Iie Corps must determine that it is complete, t ;:i it r et . iii.
criteria for appeal under 3 £ R part :1.?. and that it has been received by the Division t_)rtici;:.• :Iii=.i; (-t? L\ ,i
the elate of the l* AT'. Slhould you dc:ij#: I,? submit an RFA 16rm, it must be re,:'ei e at tl V. 0,,,In btl
days from the Issu, )aie b ow.
**It is notnecessary to submit an Rf , 1,rrn "o the Division Office if you ate m x, to in, met in,? icon in this
correspondence.**
Corps Rcgu1xo-.\ Official: `,.,vc C nat iri
Issue fate: August 21. 2008
C'opN ur ni,%bed:
Mr= Leoinar-tf ''+. Rinduer
Permit Number: SAW-2008-(1' 222)-3) 60
Permit. Type: N WI
Name of County: kloc icabur
Name ofPennittec: WP East.Ac?.luisitkn s, LLB':, Attn: Ilan Cima lia
lute of Issuance: Aua st 21, 200
Project 't : nagger: Ste\ e Chapin
Upon completion of the activio Zultno ''Ld \ this permit and any mitigation required by the,
permit, sfL.,,n this certification and return it to :he following address,
U .S. 'army Corps of Engineers,
Attention: CESAW-RG-A
151 Patton Avenue, Room'208
Ashes i11L, North Carolina 28901-5006
Please note that your pe; emit: cc ac,, ivitt is subject to compliance inspection by an U. S. Army
Carps of Engineers re resentati? e. f _,ou fail to ?:nnipi} «ith this permit you are ;?snicct t
permit suspension, modification, or c?it3i ?tii}n.
1 hereby certify, that the work authorized by the above referenced permit has be!ca completed in
accordance: with the terms and conditions ofth: said permit, and required tmiti1Jti(M Was
completed in accordance with the permit conditions.
S itunat ure cif Permittee
Date

Applicant: )4`i- East Acquisitions. LLC "Ile S 1. _'JO7,- ? Date-, zkuLust y 008 '
W
Att'n: Dan Ctrriat lta ?0222-36')
Att ached is. See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
permission)
PROFFERED PER-MII i,'Stt.ndard Permit or i:?tit??+? B
PERMIT DE? IAL C
X APPROVED JURISDICTIONAL DETERMINATION D
E-RIv TN A'1'ION,
PRELIMINARY J RISDIC I`1't NA.L DET E
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. INITIAL PItC FFLR () P I t.Vl pCIMit.
ACCEPT: If you receittu.I Stun al'a flea-nit. o I la ,: 31 tht p T1Y i do.-timvnt and return it to the distrscl engit.?:.; ?o ,t!:
authorizations If you rece;\ d a _ Et t o Pcrln];s son (I l ll' 1. is 2 i t ate.' ,SI ibe LOP and your tt ork is caught)"i.,,cJ- ? .; itu t L
on die Standard w°'i tmi air .t c^t tl t o tli€: l (>i' T1leitn tti:il l >t..i j:i M,: pc nllt in its enli,-e". <"£Tit1 waivall "l f `YtS t, appc it to
periXilt lilt ltti in-, Its ti;I=, and .t?„ tiEtt)n aaG a:pmprcmt'e i iUrlti tit tl }t«il /t 1tt;71llmatiiln a aSStSeicTtC It lth the p li it,,
OBJECT. if you object it, tite nr 1'1iF (Siand.- -C or I ()P) f>? iillti c. t:l:ta I - i 1111i .<.nditic;ns therein.. you naay request that the
permit be modified aecordint'l?. Y •u nltl?t , +rri ,l tr ? cti ?i iI ;', ,±li? ,: II ::I€ ; F;ttirn ill. firm to the district engineer. )'our
ob cctious must be received b" the district tni;ine •tittlltt Y,! tiI::3'• Cif IiTC tl lie i itl2? nc111 ' ? tti 11';II forfeit V{3iir r2' lit i s upnedl

ii)ti;' 1e11er. 111:: C,.`trl i ? il.''.SIC', t?:t, `t ulliatt' 1i)ll<' ik?!...l: ? 3?ii F7i?:1. <#} tilt 7+:1 ."I
the permit in the future. Llpar rc u 1 t i
permit to address :di of your a oti,-- `nis 13} 2I odifl Ili: T ` 1Silt; l ? SLI ti ?,,o n o voui `i
having dC't rfi7iIl fj III<It tii? } L FI:1, tint"tuf f i> ° 1} tU l i;ti F Ct i,tlltitl tt'TtiI4i1 :1I2 i , 5.:; i4ti3Si ?',u ohieCt unN, iti
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Will send you a proiterei. pcrnli( for \,our rvi:o l ld rzalor, ,l 111dl,,al::J IFI s4rtion }1 ? li?tt
B: PROFFERED PERMIT. You may accent or appa l the l)cr trait
• AC'C I :PT: if you received a l tanda-d document and return :E .(iii'.' uzstrict er .3., per for i:i=< 1
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If you received ii 1 . ,C S 3i isL; ?Tli tit<; <r 'T l }i J, t ltP ti :I t" lT the UP and you t<,)..: i „zlt.`Ii€Tt _ C . Y,tur
authorization.
on the Standard Permit or ac-ccPta nL. .: tl/t i (W zn? ni , diat o" the permit to 't, 1;11n,,t an? v ..1? i i to aiv al die
permit, P.ncludin- it-; terrrms anti cond]1,1011 1Il' ;lists? 'tOri lt3 ttidictiC713 s1 iiet£ SIIII12317on+ <lti?; ;,1t _ 1['1 is t '; l - C.1?i.
• APPEAL: If you choo%e it) dt hne &, r r.>tic J p1 :2 f Sian1ard c3- Lof" fx; a:.ye t :'rTTms and corl?.+:ic,n you
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t 1, _ Sc--Ff ;r, II ?t ftri
ma3 appeal the declined permit until 'r h7? t n-Onc,;r? . Adiul i1:strar,t E L:i I l,j , mpIetfi.t
and sending the form to th dil i +: n 4F.t'Iiwl ,T. 1111 f0rlil ,4!u,` 11 l}, the jl i',l 1i `251ti S2(lr Y ?j$Yln 60 days ofit,, ,.-.. {.'i
this nouli ce..
C: PERMJT DE-4NTI.AL. You may appeal the denial of a permit under dic ? o:q, ?_1( Linginc-:ris AJ-1.;ni,,fm-,6ve Appcai Is, .; _ nz
ccmiTipicun Section li tmfthas norm and sending the frlrTn to the division en4inecr. hi ? > n7 Tma t Tic' 21 Ins' th:.i±t.;t,>
within Eli days of the bate of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION-": YoU May accept or :la)t)e jl tliC el fD or
provide new in rn tion.
• ACC°EP , You do not need to n at i f,, ffi : Corp,, to accept a approv JD. I silt re ?cJ nclttf? ?Ef C , I t? .. ,Ei.3lt ?+ iii. s , ';?1' t}ae dat4 <mf
?nsthat you accc-p: the approved J.D in ats ? itl t. and waive ?l 9intj,., :t JDl
tflis mail e. me
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appeal Pl-o e,? i < i.3I31 `scat ?' 4iCLIe?n II eat Iht i.?l ..:£Ir li ,ft: 1=:.I<j , ... ... + i .+ ., 4;,>) m £, tit i4 ,, t,. .
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E. PRELIMINARY JURISDICTIONAL DETERMINATION-: You do not nc;Id !tio r,:- p Ana Corps
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SECTION I1- REQUEST FOR APPEAL or OBJECTIONS TO AN P ITIAL PROFFERED PERMIT
REASONS ? OR APPF kL CM OBJEClIJNtDcscrt'ne VOLIF .._.,.?; . ?,??u 11 t:i. dec,.sion or dour
€ bject.ions to an initial protTered permit in clear cc}???3?c tatem n?s. ?'ou naN attach addit € val nfor .iti(:)n
this form to clarity where your reasons orobjco,lons are addressed in the aidnainistrativ record..)
ADDITIONAL INFORMATION: The appeal is limited to a cif the adminisira lvc r?:,:or€l. the Corps
memorandum for the record of the appeal conference or tmeetingg, an piny sui)plemcntul it t;?t-mati n that the
review officer has deteT-mined is needed to clarify the a dzuinistrative \clthc r "he appeal 11it nor the C€#z:-!s
may add new information or analyses to the record.

POD' OF CONTACT FOR QUEST10NS OR fNFOW0 ATION:
i?. ou a% L qucs?ii n ret? >?c'.in this deci,llon t,ie if you t t1i. qucs,,joi ? re. dir._ tl., aF-,€,.l r-),
appeal process v€ u may cc)ntac;t: you may als,F cant tet:
Steve Chapin, Project Mari-oge Mr-Mic ha. I". Bell.
LiSACE, Asheville Regulatory Fig:ld Office A€ rnir i>tt at,ti;: Mite, Revie ° W.-
151 Patton ,Ave, Room 20',
Asheville NC ?880 U. S. rmiy C carps of Ivn trrecrs> Sc?utl} Atlantic Division
828-271-7980 60 Fo zvt Street, Room QN1I
.a. Cc,-orgia 3030:1-?Sfsl
RIGHT OF ENTRY : Your ?marmatare below grants the right o to Corps of F.;n_ I,z_ t_ ~ ,,.-s nncl, and any

.
aovernment consultants. to c:onduct ins c';tigations of the projt_:ct site dui-i u t hLc ourse o Clie appeal process. You
will be provided a 15 da notice of anti lie invest n-,ati€mn, and will have the ,-, spj )rtun1fl to participate in 0 sit,,
i vestieations.
9
Date: ' CIc !,.mnv lunnacr:
Si xnaturc € f appellant € r a,Jez3t.
For appeals on Initial Proffered Permits and approved Jurisdictional Deterrinnations send
this form tn.
District Engineer, Wilniing4on ReggulatorT Division, Attrr.Stcv Chapin, Project Manager,
Asheville RegulatorA Field Office, 151 Patton :Avenue, Room. 208, kshec ille. NC; x8801.
For Permit denials and Proffered Permits send this form t€3:
Division Engineer. Commander. t- S. 1rmy Engineer Dig isiun, South . tiarnic. Atin: Mr.
Mike hell, AdrninistratiN e Appeal Officer, C'> SAD. -F`T-t'O-R. 60 For,,, th '`treef. Room
!MIS, Atlanta. C eor=.;ia 0 WI-S'801
C'l SAW-RCi-A!C'l, p:r, D TF:: t:?; 2t. ?t.lr
MEMORANDUM FOR RECORD
SUBM-C 71. Consideration :ii'C'Utlnpensaton, Mvig.ititan and i' t.4 s t 113n pacts to l ,?}.. ,z e'r ii Spy ;c;.
C;ultt?,? Resources and ls,, .., :::' ? -;la Habitat.
1. Action IL). SAW-2008-02222-360
2. Project Name and Location: WP East Acquisitions, LLC, Att n Dan C:Lmaglia.i
Campus Corners Apartments located on an 8.2 acre tract off of East
Mallard Church Road; in Charlotte
3. M jii;ti ation [Section 404(b)(1) Guidelines].
a. Ias ipp'icant avoided and nisinitni ed impacLs to the maximum practicable extent? YES
If' NO. l_:4TkIM:
h. e:om ,)cn: torv n,tt fiat ion
L.xp .I is Minimal Impacts and aetuatic reso-urces are of low quality.
4. Enda ger Species (Section i of the, ESA).
a,/'??1 Will am threatened fly :tli;t<?I1t,.,ri-c-d sp:':'It? ?3!'"..I.i?{ii liabl:ais be ?\ a%l- a project'!
;
s'.\O:
Fedcr Illy' iTttozs m-'erect i ihrc tt Qd smecie,,. staff lis[rd Sp iita ?P? tl 'G ?l coal"nu ..:c,4.
If YES. describe steps taken to addr"ss concernsi:
. Cultural Resources (Section 106 of 111,10.
a; 5V ill an c': iic t?ioacted i ;7
O hi. ,li z ,'' ')IMICIL11-C-
b,.y 1, <l rI7F stC1S Ittl{ ;i ,tF .let.tt'k' `itll ('r21.
. Essential Fish i labia-,t (50 CFR Pa-t "'oo,
a. Is this a pr(?jt?, th'-- <td-? sc!N .. , t c" en,Jal ti.sls habitat"' NO
b? If YES, sic-XcTit steal «ake t to
at is ?:
Basis for Jurisd ction.

Cot p?
r
LEONARD S. RINDNER, PL:LC.
nvir«nme tal Planning Consultant 3714 Spokeshave Lane
Professional Wedand Scientist Matthews. NC 28105
Land Planning (704) "4-2277
July 7, 2009
Mr. Alan Johnson
NC'Dl ?\'l2 ?Mooresville Regional Office
610 1-test Center Strict. Suitt 301
Mooresville, NC 28115
Ile: Transfer of )'V O 08-1158 to Mallard Creel: Ltd. From NVT Fast Ac(luisifions, 111,C"
Charlotte. Mecklenburg County, NC
Dear Mr. Johnson:
On behalf of my client. Mr. Will Morgan of Mallard Creek Ltd_, f a requesting a transler of the
Approval of 401 Water QuI- III\ Certification with Additional Conditions. In addition, the pr(j t
site is sui?jc;c:t to the City Of Ch Irlottc's Mate delegated Stormwater Program that mots the
requirements of phase 11 NI'DES stor-mwater program. This is applicA through their Post
Construction Control Ordinance (PCCO), The City ol'C h arlotte will require the 4043401 to be
issued prior tc3 approving the phins. Therefore we are rcclucstin`i that the transferred 401 Water
Quality Certification be issued -,vitla the 9Ollolt`ing m2 "fic:iu'L)n to the stormwater management
condition.
-An approval letter from the City of Charlotte and at leis one copy of the approved MP
including; plan details. ca:lculmons and other supporting inf it-mation must be submitted prior to
any approved impacts to streams andror wetlands".
It is verv i Ui jort<int to dote that the dcvc:lopci-, engittc:crs, Itirl platmers on this prolcct have no
predictaNc way of accurately determining the throe tr ime for the revie?k jnd approval of the
compreh«taiic development plans once the plans arc ?Libmiucd Lo tlae City- i C liarlc3ttc, Therefore
the N('[)F',R should allow the time necessary to submit the approval lc`ttcr wid plans from the
Cit} of Charlotte to NCD NR or include langu a c that allows for additional ticaic tit be requested
if` ut:-eclcd.
Plc askicoill, iron- it-you have any questions. Thank you lt)r your con?,idc -ation.
?IU? r
aj.-.f-owird P limier, PWS
Fin Ironinciii.il I'l,irming Consultant
;.' ProiessiOnal '!4 ctland Scientist
Cc. Mr. YVIll MorjTim
N4 third creek'. l:tti.
'O"t) Ihirtlc,N Rohl-, Suke 300
Jack.., ul . I tic. I 1 ' ?

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Ihs NOT "alfl(. on 3=..._ RAW. A& i. A . Wm v 1 4 .s nmv
01TC:: ,,:0 1a :f '7% a_, A' t is an Han, . ro r i1 Can t . A- A in f'? i _1 .':'.?ji".
No Rit ?a7,s.'C. A ..Js,.f'?f,.;n "01 al;, t ...:'s, Wily i a:-nt f ? ?A0 ,' d 10400 h t. ..r=,_ ar Ij fa _ ,<s. P"" :rw.
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'"PF'.1'vrAL V1 401 4'.. .w3 s ;. ?r t, j f !i`if `'o;:v 1 al li,?C?,€ L _l?}'Jil
e
is`e'<i':ii;-;
.as have ,. a= r3pp(, iaf in _.uf,? anc;, 111 £ t:; ...
s£_. f ? t3 Apa t 05 War f E. * ?Ir u! ;ntv>'.-q._ _.w to ivy ?.. ?.. l;', If
r'.''£.;e ..,r..^,.., } tie £so;,C.: a. n cc ? >'£?ts"„? VV',J£,.,: i L.'??.' w??. ?N .?9 _ ._ ,"i?...
i ;.
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f yy+? rr n f 't e ?_
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Engn e rs r}e aL.x st y ft' f,E y ?S-' tr.:'il"4''k+ .??:.,1 £. •.. '.f !_ _ ,.T a :^
? t. y s
..
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gulat
The:: . f "r-. :.f &M '>W Wr kt-:.-l th': „` }4s ?.4
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z.,_, i your r nitm. 1 you •+i a "
?f`. .. r.--?i'=l <„.._st'? '.?? 2 .?L'??'„ i. ?? ? rf..;; J ?°?1' ? ,.. .,?'itija.r•„`, "? vi _F''t £f? ie. ...? ?£>. z5
a 'r a M _. sx ":? 1 ?L r? `.r 1"•? z .j'? 1t £ y i`_; ?-e ? e4 '
a
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4 t t
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w `f6catit!i Sri water ;" a g.me3 ! ; is s snail be a;-.,•rnd i 9
tx 3 e `€m; a? is s# ewlity1 in ". i i WY i ., a:. a_- 7a;-
CPU= i ?:. Inq the 'Exprr'ss ! ga f esp . _?? approval - . a.
!' =ew Pr !dram j•-ti.`nVe 4 c.hw `
If< you, propose to use Tt Express r
t
a p ropi-tate fee w$ 1h the rJan The _.. 3rm', v,,aier #mari clan ma._! ij i. Ei', .
pi-vn i`ions O ,{ biz~i E141F L', ?... _'.. .. ? `?
tiitp: <rji`ot*,- C te si.S la "' vi-i z id ACT an! des# .n
T SS 1 AQ: W the MOSI ,C' w `-'
... r t I` -,d .u l....,,, .. ?$
Lwow ? .., .. a apt; r, a-'e!?t UtJ1![s.J a .u.
Wilms :A- :,r: :P4 bv Ws Er i.
?.. ,3istt iY m A'r tic ;tans g- _. e SK jc? A: s,
._
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.ate
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to P 0, L

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"A'I # C) a
tlr. Dan Cimaglia
V F' East Acquisttioris, LL
<001 tb ithead Square Dr., Ste. 250
Charlotte, NC 28201-T
Subject: C -iip s Corners
PPRsOV.," L of 401 Vv'at»r Qualifv? Clertifi atv:m viith 'kdditjr;na ', . € titww",
Dear Mr, Cfmay'ia_
Can A.'unust 25 2:008 a V ater OUalit'i' Cert ifc a. liof, issued ?c r the C-il
lr) error additional cow)d4icm 3 stated that the stag -vvould apprcwe he s'wate,
rianagt rr '. plan} H shoWdld have state V e Mate r de egated local autlj.., r?'iust
a prcve the storm water rrlanager.'ient plan Giver that t0elkienburg u;c-=ur?iy has a
r C, <3 ?`, a
delegated program > t'"it'?' an review review and af??ircved ste stcfm plan ,
eytensior, "ror-l the a'le of iSss? a-,'lc -A *this l+.:'Iler for the rtl r is qwte?. ? j?r
rappr ;al letter an J ?kar? must be submitted tv lh;-% ,Male fa,, f 'es"
a t',s .irat all sther ?vn iti?ns ?) t1he previously issued ! erttflC' a iC)'n "r'l f
you hav any questions please telephone Mr ,talarl JCf,PSrwI ID the lvlo j
C-Iffice at 7.,?4-553 1699 Dr Ms C n;;r partly in the r",rai 3f-fice in F,aiPiah _.1 `3,

f 1, jle r1 1. '?, l
we r ry iy (7r'; r ;Englnees5
lan (3ctJOlan Vietianc-js 1, fM
Rindner:
Len

J
NCDEN
N,-)`'h 3rt_ 1t" ; Cje, -jr'r aenf, E-Jrr,. rcjnmi? -nl -3r1 r'bVural R-
Division of Water Quality
DiiVQ# 08- 1 1:7;
Vecklenburg Count
Y
Mr Dar Cis"r~iaglia
'VP East Acquisitions, ..L
100) > Mx h ad Square Dr, Ste, 250
C
Subject: Campus Stormwater Ran E:xtensiQr
APPROVAL of 4C, tVaIC-r 01-lali y, C4rtific-aton wit dditictnal Conditions
t
Dear Mr,
On Au-gust 2-5 2100 a ""ater Quality CertifiCati n was issued fur the subject site Additional
C:nnditton K? stated that a storm water p#an had to be submitted within 60 clay's Df the issuance of *Me
-'ertificatton December 2008, a 150 day extension was orantec I' ?ias been regj stcd that a;;
add!*.iona extension be granted due to he current economic conditions Th+?rCf:>re an, addifional 120_
day extension f sr the star mwater plan is hereby granted A copy of the approval fetter arij plan n-Ust
be submrl;-r-d tr--j the -,fate Teri cur files This is the final exteri ion any futive c que-st poll -`e?r?ire a neVV
?iUbmitlal for a 4101 Cerlificatior,
Be advised Inat all other conditi3ns of the ,prey jousiy issued Cerkfi atiDn sill! anpi?,. If you ha'v a 3 y'
questions, please telephone IAr Alan Johnson in the Mooresvilie Regional Office at 704-66'15-11E--99
r
Us Cyndi Karon y if, the C:en rai Office in Paleigh
Stn?erel?
A
rCroIE-- Sullir s
An 'Corps of
iar, M?Mulan `k'Jollands Unit
i .. ..s - . .. NS ?rl,?7? 411 $Y.i

LEONARD S. RINDNE PLLC
Environmental Planning Consultant 3715 Spokeshave Lane
Professional Welland Scientist Mattl ews, NC 28105
Land Planning [phone]
July 7. ?009
Mr_ Steve Chapin
L.tS :army Corp, e,f Lngincers - Reg. Field Office,
151 Patton Avenue - Room 208
Asheville. NC 28801 - 5006
Re. Transfer of SAW 2008-02222-360 to Mallard Creek Ltd. From WP East Acquisitions,
laic, Charlotte, Merl lenburp. County, NC
Dear Mr. Chapin:
On behalf of my clie-,nt, Mr. Will Morgan of Mallard Creep Ltd., T am requesting a transfer of the
nationwide permit verification in accordance with Condition =-2 5 Ofttw Nat lonwide Permit General
Conditions. In accordance with Conditien#25 a copy of ttte natic nwi e permit verification must be
attached to the letter, and the letter trust contain the following statement and signature.
"When the structure or work authorized by this nati jnwide pennit are still in existence it the time,
the property is transfer -ed, the terms and conditions oi'this naallonu ide permit, inchldirw the sp, c i al
conditions, N, 'll cow inue to be bindinL, on the new owns-rts`f of the. property. To Aid itc the tr.mt .,fer
of this nationwide; permit and the associated liabifilic, associated with compliance with its terms
and eo ditions, have the transferee: sir'n and date below."
(Transfere=e)
(Date)
L lezist ,g ntact T019 /ou have any questions.
9"I1
1''Onaird S. R.indner. P WS
Fnl ironmental Planning Con?,ultani
Professional Wetland Seient st
Cc: Mr. Will Morgan
Mallard Creek, Ltd.
-10N Hartley Read. Soitc 00
Jac ksonvillc. Flu 3-2-257
I`c le. 904--` N ?-7810

LEONARD S. RINDNE PLLC
Environmental Planning Consultant 3714 Spokeshave Lane
Professional wetland Scientist Matthews, VC 28105
Land Planning Tel+e: [phone]
July 7, 2009
Mr. Will Morgan
Mallard Creek, Ltd.
3020 Hartley Road, Suite 300
Jacksonville, FL 12257
Tele.904-288-7810
Re; Transfer of SAW 00"2222-360 to Mallard Creek Ltd. From WP East Acquisitions,
LLC, Charlotte, Mecklenburg Coruwty, NC
Dear Mr. Morgan:
In order to interface with the United States Army Corps of Enginecrs and the North
Carolina Department of Natural Resources l will need your authori7 t ion. P ease sign the
followinu statement.
This letter authorizes Leonard S. Rindner, 'Lit C, as our firm'; agent in ratter,
related to If iaters of the L7.S. and Totem. of a?Vrrrtlr Carolina for the referenced project
site. This includes interfacing with the United States Army Corps of Engineers and the
North Carolina Department of Natural Resource:.
Vrarne Date
Please contact me if you have any questions or require additional exphin ctio n. Thank
yews
f

L eonard S. Rindnc r,. PWS
nN ironz ent.al Planning Consultant
Proiession \VcHand Scientist
l?.fPL-?£`Piaii}?'.2St..? t°tr+. zt 3S, ?3•' +... ..i.,t?. n;.' ?-i ... ?? j .. ,..
JuC"s"

t'?::rat t+s? r< # r I

4:7
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L+'?"- lz)

V A' ?) :'i
' S NNE t??it?A22'_- (ei ?
s? lc?? Erii t?r IlArrllklt'i

1'9'r-. ( 101"r ,,,;hx ...A '%'oo \! 1' f ao ACCIUMr{art+; l t Q W'rt, l?utt t:jamogtt',
l001 Murchcad Squarv Dncc. Suite 2qf -- --
No
"Ov "nd is E_ .,m K. J . aw vwn . i, ( untpus £ oratr,"
parlinenh lc cumd un an W wsc•+c use oa of f: -t Mallilrd ( Burch Road; in Ch.trit)tte aw, aid a Ilk pt"mik Eii3thorim fTi13 cis tea 0,0y , III'
'US5 Ll' cafun intermittent. t"C•-Mallard Creek fcrr the yttrrwt c (? :icrr>rr cidigtipz the cr wartimitin ail
mulli-family hoot in;,, usscicialtA parking, and a storm",tier marmegemcm fucihti

?` .. .. ., .. ate. .. ..?, . ... .. ..._. .. .,. _.SIt;4'...

ham ut jtrrWrAmal
J Vi
rat L.'d. >.i:'. i'
a.
a

Permit tbc° `
N ';'ilc ofP;:a"B'MICC, P . :tom, Neq.:"I . n. 1 t, Anil I („ ry ; .
Date, 2 1,

Upon iwn, ; u';`,i ) W, .1cnn [ anj ! Iil'
_?,. , sy. n V ..nii,, Am and `C: um A Lvov Iitli°it'Mu ,it161t'A;
!'Lli*torl A\
,ttO ill' iT F. :I- dl€i:. _'_i 'tb1 ?f' )
',Y l r! cJh icil .< ..vm z,xw . ..ri
t r•-'-sti it N`,il?';It?" :??Si'wt'1S:s'i'.tc' ,. ,'E?u ...:? €t'? ?:?s:?Tl?'1 ?r ii ti ..t. ;1:?, .?i, ,, ..`c' .. 1.'.'': .
1 , VCM WnOy O V "> + i; k ...Dais. Q BW .{l t
i.
i1Cii.E°C3am k. 4i'ttl- ,tit .".L .S.'fES ?.?qu!Zion4 07 1w ... c ?? ?dIC !: 3C: f a v_
- - - - - - -------
M: Dan C , Iii:
Allow 1:
--Tt&i I IAI
?a .RN11T j A V A!
XtE'('1.Ot';I3.?i RII11t11i?'•:i_ I?i1?_R"?i11i k
F'RELI.NIINARN !?. RISDICI It NAL Df TI_i \lNA i POIN
: 'INITI,At PRCfI Fi,RRFD I'f=RMT1, You Tmt',
i "sW Pi kti U _.i TC ,.+ ..a..14 W ,ii.., 44 c. ZOOK' „sr .....
;ai:111tf; lan; ml +i Its! .,.-,, w. a i.?f l... p..(i;;i4 a, 0.. ). .z _. i ,....,f: On , it ...i_ ? _ ?._ . .?,.,.. .,.
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r
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r
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amok to _.'F.. _. w- a n7 i :M.c. . % _ .. T
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? . PRELIkif\A Y R Ri DIC i ?0", L Lei: `l'"1,;??1I`?>>'???
,,3? ._:. 1 ,C
"+ t? I ?IL ;?rt l,'`. t rz;l ?•a
# is tnird 111:1
?t? ILi tFli ,S: it S?C• '?t'?i.'-;..C?: 2. t??s ?. cr-i3L IiIt3, . ii• ?,.??i ?'?`? a .a, .... >. ,?S :} x ..l?z'u..>a ... !w€?i ?',t G. i'L.;, ,?,
IIII(mIla!1 ?I1 ?0 6u, ,iIC> T'Lt?CiLr {1
1? r
_RE
ST ? A m }$7f ?`! fl?+S TOAlf INM4L PROF FE 'b ERIN411..
%t rw
RF SO\y i?(JP 1Pf',
??tkiT2 i 114 t.i?f 7Tt+;'?Cc{ )C,.TiI
1171" 16-,Tnt l lard iit >L lof i??' 7'"€ l.l.?[( ::"C .4(}L;C'. 4i .ti x..tlL eiC: it:. i.>
t .'t, f ..,.... .. P__
Is sSii:1 ?4, iA, u . ° c •+ _... f _ _

o! 1 tic : r ?C.aI :'•x SerCflz . Of
*"1L'I11i+# 11d1ItI; 2tli ,]I,,
`'1`IC1L' {}tilt v, :11 .,t:t ;i1l ;31.eocx: :it .,, -ti .«[ir .t,. c i" 1'
fT? k old #ICm I 'Z'rM
Ifie location of :tlt is Miti:+n .',a, 1 . ;i11'e:i€ ti?c
,- R INTORM ATI ON:

i

?IC"? 211c.
I
1- Osil
{

EL I{ T
.-.t'IE' ...?. . E..'` ,.t'?`I --3 iiSL' }'t a+:C•l.? i??' ..'r.. .. . .,. i .. .. '. .- ',.

n,oi L-`. .. it L: IMP tt
` yI l
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? _ cc., ._..

E c r :t?) i31 i?#I Tfl#tial Pr4fert-A P€ 'nuts and 3t} i#i} {{? ,? ti#"ttiC9it :1+st?:;? E);'t(`rii ;n1t1ofv S€'I"lt
this f grin to:
District E' nr :inter. ?8 i1ITIlT3;,',ton Re,,,,tiWt4)r, WN ission,. Vtrl:,Mve £' k. pi-o.:.'€'I % : iia,_*en
i'he ille ReLlukwit'd Field Office- 151 flatton cnue. Room 26S, ,,hv,,, iflc• " C: 28801
For P rrltit dcni;€ls and i'r€Affered Per it1% S,vn 1 this fc,rn, iz::
I.Di%i?.ion f,nginrcr. ( ornman&.,r. t -S, k rmN l' v--oi cer 1)it #sits#i, '"?Otnh
Nlikx Bd ?€l ?azaisdr tiAc ?.lif ai t)ffl i t. i'J:* 3 -#:: 1- `{ t+tS '?;r x Ti ?+? cat ;;=rr 1

SLUI.L,.">? Wi St1,.(,i„t k F. Cstui4....^:i:pp4 rl .`l! , ..ilt,. ,,..c. , "M wni ?4........
{ ..l:LI`.! j\t`?td1:°iC's i.`lti t".`s wmi F NA 1100:,`-i.
3 > SAW-20CS-02222-360
N+Tr East Acquisitions., + `tr t'an x°=-a 1 :. a
Campus Corners Apartments located on an 8-2 acre tract off of East
Mallard C}st:rch Road; .n --barlotte

i 1lMinimal §111uczs am nquittic rk-sottzt-, If fkW tiMfli,..
. S:'...
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" #-e 0 W f r t , ? CO. , _

VII

s
I
Drainage Study for o8- I ? s a
UNCC -Campus Corners
Charlotte, North Carolina 1@@R01MR
JUL 1 3 2009
Prepared for:
WATER QUALITY
14?TI,, AND 310RMVMATER BRANCH
WP East Aquisitions, LLC
1001 Morehead Square Drive, Suite 350
f Charlotte, North Carolina 28203
Prepared by:
LI'? •
ce Gw-- P
1230 West Morehead St., Suite 214
Charlotte, NC 28208
Phone: [phone]
Fax: [phone]
November 7, 2008
JtAL
034267
/I • IZ' 06 Gc/
wL• O
k4N N
litll\\
18111
f
1
1
1
1
1
1
1
1
I
1

Drainage Study for
UNCC - Campus Corners
TABLE OF CONENTS
Chapter 1- Executive Summary
1.1 Introduction
1.2 Vicinity Map
1.3. Existing Conditions
1.4 Proposed Project
1.5 Summary of Results
1.6 Conclusion
1.7 References
041-115
11/6/2008
SECTION
1
Chapter 2 - Post Construction Controls Ordinance 2
2.1 Introduction
2.2 Vicinity Map
Chapter 3 - Hydrologic Analysis 3
3.1 Design Procedure Form: Wet Pond
3.2 City of Charlotte - Land Development Division: Wet Pond Worksheet
3.3 City of Charlotte - Land Development Division: Detention Worksheet
3.4 HydroCAD - Drainage Diagram
3.5 Hydrologic, Water Quality & BMP Analyses
3.5.1 - Charlotte - 1 Inch, 6-Hour Storm Analysis
3.5.2 - Type II -1 Year, 24-Hour Storm Analysis
3.5.3 - Charlotte - 2 Year, 6-Hour Storm Analysis
3.5.4 - Charlotte - 10 Year, 6-Hour Storm Analysis
3.5.5 - Charlotte - 25 Year, 6-Hour Storm Analysis
3.5.6 - Charlotte - 50 Year, 6-Hour Storm Analysis
3.5.7 - Charlotte - 100 Year, 6-Hour Storm Analysis
3.5.8 - Water Balance Analysis
3.6 Forebay Weir and Berm Design
3.7 BMP Riser Buoyancy Calculation
3.8 Summary of Controls Provided
Chapter 4 - Storm Drain Hydraulic Analysis 4
Prepared By:
Design Resource Group, P.A.

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Drainage Study for
UNCC - Campus Corners
TABLE OF CONENTS (Cont'd)
Chapter 5 - Erosion Control Calculations
5.1 Rip Rap Apron Design
5.2 Skimmer Sediment Basin Calculations
5.3 Temporary Sediment Basin Calculations
Chapter 6 - Appendices
Appendix A - Project Location & Watershed Determination
Appendix B - Pre-Developed Drainage Exhibit
Appendix C - Post-Developed Drainage Exhibit
Prepared By:
Design Resource Group, P.A.
041-115
11/6/2008
SECTION
5
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1 Drainage Study for 041-115
' UNCC - Campus Corners 11/6/2008

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Chapter 1 - Executive Summary
Prepared By:
Design Resource Group, P.A.
1 Drainage Study for 041-115
' UNCC - Campus Corners 11/6/2008
1.1 - Introduction
1 The UNCC - Campus Corners project site is located in the northeast quadrant of the
intersection of East Mallard Creek Church Road and Bonnie Cone Lane within the City
of Charlotte, North Carolina. The property consists of the piece of land along the frontage
of East Mallard Creek Church Road beginning at Bonnie Cone Lane and terminating
approximately 1000 feet to the northwest at the intersection of Stone Quarry Road. The
Vicinity Map (See Below) has been included to better detail the surrounding area.
This drainage report has been design to specifically address the requirements set forth in
the Charlotte-Mecklenburg Storm Water Design Manual, the BMP Design Manual and
the recently enacted Post Construction Control Ordinance. In doing such, we have
provided the necessary hydrologic analyses for all of the required storm events, the
hydraulic analysis of the proposed storm drain system, analysis and verification of all
water quality issues, verification of the detention requirements and the design of all
appurtenances that go along with these specific topics.

1.2 - Vicinity Map

Prepared By:
' Design Resource Group, P.A.
VICINITY MAP
NOT To SCALE

Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008
1.3 - Existing Conditions
C
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ject property consists of four adjacent parcels of land (Mecklenburg
Tax Parcel Numbers 051-401-02, 051-401-04, 051-401-06 & 051-401-07) making up
approximately 8.2 acres. There is currently an uninhabited home on a portion of this
property along with three additional graded pads adjacent to this lot. Per our research, it
would appear that the lot immediately to the west of the existing residence previously
' contained a home as well, but this structure has been removed and the pad cleared of
debris.
The majority of this property is composed of heavily wooded terrain and, per our
boundary survey and topographical analysis, a prominent drainage feature is located in
the northwest corner of the property. The existing terrain appears to slope gradually from
the southeast corner to the northwest corner of the property, which allows all runoff to
exit the site via an existing 60" RCP culvert crossing under Stone Quarry Road. Several
additional drainage features appear to cross through sections of the property but, in
general, all appear to be tributary to the major drainage channel and convey the storm
water through the culvert as previously discussed.
A summary of the significant storm events analyzed in this report and the subsequent
runoff assumed to be leaving this property are referenced in the table below:
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TABLE 1
Summary of Existing Conditions
Storm Event Existing Peak Flow
cfs
2 Year, 6 Hour Storm 6.03
10 Year, 6 Hour Storm 17.41
25 Year, 6 Hour Storm 23.53
1.4 - Proposed Project
' The proposed UNCC- Campus Corner project will be a multifamily development
consisting of 116 residences in two freestanding complexes as well as all associated
sidewalks, curbs and gutters, underground utilities, wet detention pond and a single
' project entrance accessible from Bonnie Cone Lane.
All runoff generated on the proposed development shall be collected in the onsite storm
drain system and conveyed into the proposed detention basin in the northeast corner of
the property where it will be detained per the recommendations of the Charlotte-
Mecklenburg BMP Design Manual until the proper water quality has been achieved. At
that time, said runoff shall exit the basin through an engineered water quality riser at
Prepared By:
Design Resource Group, P.A.
Drainage Study for
UNCC - Campus Corners
041-115
11/6/2008
which time it shall be returned to the existing watershed as it exits the property through
the existing RCP culvert crossed under Stone Quarry Road.
The proposed peak flows generated by the runoff in the developed condition are
summarized in the table below:
TABLE 2
Summary of Developed Conditions
Storm Event Developed Peak Flow
cfs
2 year, 6 hour storm 2.17
10 year, 6 hour storm 16.31
25 year, 6 hour storm 23.42
¦ 1.5 - Summary of Results
1 In accordance with the standards set forth in the Charlotte-Mecklenburg BMP Design
Manual, the existing and developed conditions were modeled for analysis and verification
of the design. Using the methodology set forth in the design manual, the results were
routed using HydroCAD (Ver. 8) Stormwater Modeling System. The results of the
analysis are provided for review in Chapter 3 of this report.
For a quick reference, we have provided the following table comparing these scenarios:
TABLE 3
Existing vs. Developed Conditions

Storm Event Existing Peak Flow Developed Peak Flow Difference
cfs cfs
2 year, 6 hour storm 6.03 2.17 -3.86
10 year, 6 hour storm 17.41 16.31 -1.10
25 year, 6 hour storm 23.53 23.42 -0.11
Per Table 3 above, the developed peak flows are designed to exit the site at the same
location as in the existing condition. As you can see from this table, the developed
condition offers a reduction in flow at the outlet location thus the downstream condition
in this area is being improved as a result of this development.
Prepared By:
' Design Resource Group, P.A.
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Drainage Study for
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1.6 - Conclusion
041-115
11/6/2008
As a result of the analysis performed in this report, it is our opinion that the construction
of the onsite development and related appurtenances will result in no negative
downstream impacts. In addition to the reduced flows leaving the site, we are providing
additional water quality benefits that either meet or exceed the requirements set forth in
the Post Construction Controls Ordinance.
With the proper construction of the onsite storm drain improvements and WQ Basin per
our plans, our analysis shows that all onsite runoff will be safely collected and conveyed
through the development and, ultimately, discharged in compliance with the
specifications set forth in the Charlotte-Mecklenburg BMP Design Manual.
1.7 - References
"Charlotte-Mecklenburg BMP Design Manual". City of Charlotte, North Carolina.
Revised April 30, 2008
"Charlotte-Mecklenburg Storm Water Design Manual". City of Charlotte Engineering
Department. City of Charlotte, North Carolina. July 8, 1993
Prepared By:
Design Resource Group, P.A.
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Drainage Study for
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041-115
11/6/2008
Chapter 2 - Post Construction Controls Ordinance
Prepared By:
Design Resource Group, P.A.

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Drainage Study for
UNCC - Campus Corners
2.1- Post Construction Controls Ordinance Applicability Test
PCCO Conditional
Applicability Rezoning Approved
Test on or after Nov. 15,
1999
041-115
11/6/2008
Planning Submittal
YES* Accepted for
Review Prior to
July 1, 2008
*Conditional Rezoning approved after November 15,1999, but the project is still conditioned
to adhere to the regulations of the Post Construction Controls Ordinance.

Type of Project = NO
' Residential
Development

' Does the:
1. Development cum.
disturb more than 1.0
acre and have < 24%
BUA?
2. Lot size have < 20000
sf & was subdivided
prior to 07/01/08?
3. Development not
' become part of a larger
common plan?
Entitled to
Common Law
Vested Rights NO
NO Is the lot
less than
one
acre?
Transit or
Distressed Area?
'
NO
NO
Has a Valid Zoning
use permit or
Certificate of
Building Code
Compliance or
Building Permit
been issued prior to
July 1, 2008
NO Watershed Dist
Yadkin and SW
> Catawba
Apply 50' and NO +
100' Undisturbed Six Mile Creek
Buffers ~ Watershed?

>24% BUA
Density > 10% w/o TP
BUA Mitigation
HIGH

Development
& ' Provide
FLrov"i 85% --i Not I-1 or 1-2 _ Natural
Zoning Area

Continued on Next Page
Prepared By:
Design Resource Group, P.A.
' Drainage Study for
UNCC - Campus Corners
' Continued from Previous Page Provide 70%
TP Treatment
j
Downstream Analysis Not Provide 1-Year,
Performed 24-Hour
I Volume Control
1
Provide 10-Year and 25-Year, 6-
Hour Peak Control 11
Requirements of the Post Construction Controls Ordinance
have been met
2.2 - PCCO Requirements
041-115
11/6/2008
Per the PCCO flow chart shown above, the project is determined to be in compliance
with the new regulations provided the following conditions are met:
a) Provide 50' and 100' Undisturbed Buffers per Sections 305A-2 & 305B-4.
• There are no intermittent nor perennial streams within the project
boundary, so this particular provision does not apply to this project.
b) The system is designed to provide a water quality to achieve a min. 85%
TSS removal rate per section 305B-2
• The Water Treatment for this project is designed to meet the minimum TSS
removal rates per Table 4.2.1 of the Char-heck BMP Design Manual.
Prepared By:
Design Resource Group, P.A.

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Drainage Study for
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041-115
11/6/2008
c) The project is to provide Natural Area in accordance with sections 501-
505
• Natural Area has been provided around the site in accordance with
sections 501-505 of the PCCO.
d) The system is designed to achieve a min. 70% TP treatment per section
307
• The Water Treatment for this project is designed to meet the minimum TP
requirements per Table 4.2.1 of the Char-heck BMP Design Manual.
e) The Detention Basin shall be designed to provide Volume Control for the
1-Yr., 24-Hr Storm per section 305B 5
• The Detention Basin and Riser are designed to release the CPv over the
minimum 48-hour drawdown time per section 305B-5 of the PCCO.
f) Provide peak control for both the 10-yr and the 25-yr, 6-hr storms.
• The Detention Basin and Riser are designed to provide peak control by
limiting the developed runoff so as not to exceed the runoff generated by
these specific storms in the existing/predeveloped condition.
As is demonstrated in the remainder of this report, all of the applicable requirements set
forth by the newly enacted Post Construction Controls Ordinance shall be met in the
construction of this project.
In addition to the PCCO, we have taken into consideration all of the design policies as
laid out in both the Charlotte-Mecklenburg Storm Water Design Manual and the
Charlotte-Mecklenburg BMP Design Manual.

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Prepared By:
Design Resource Group, P.A.
' Drainage Study for
UNCC - Campus Corners

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Chapter 3 - Hydrologic Analysis
' 3.1- Design Procedure Form: Wet Pond

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Prepared By:
' Design Resource Group, P.A.
041-115
11/6/2008
rlo(te ikec?tetabu?
STORM
,A?. -?? - Se,vrces
' 4.2.7 Design Procedure Form
Design Procedure Form: Wet Pond

POND FEASIBILITY
NOTES:

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11. Is the use of a wet pond appropriate?
Confirm other design criteria and applicability.
(PRELIMINARY HYDROLOGIC CALCULATIONS
3. Compute, WQ„ water quality volume requirements
Compute Runoff Coefficient, R„
Compute, WQ„ volume requirements
Rv = 0.49.2
WQv = 0.399 acre-ft
Compute WQp peak flow
Compute modified SCS curve number
5. Compute CP,
Compute S (maximum retention)
Compute 1-yr, 24-hr rainfall depth
Compute Qd (runoff volume)
Compute CP„ (channel protection volume)
Estimate tc (time of concentration)
Estimate q„
Compute Approximate Storage Volume
6. Compute release rates
Compute WQv release rate
Compute CP, release rate
Compute site hydrologic input parameters
Development Conditions
Area
CN (SCS curve number)
Adjusted CN (curve number adjusted for 1-inch storm)
Time of concetration
WQp = 9-30 acre-ft
CNm-.,site = 233 ; Use 94.0 for calculation
Sonsite = 1.364 Soffsile = 2.821
Rainfall Depth = 2.5B inches
Qd-.night = 1.450 inches Qd-offsight - 0.840 inches
CPv= 1.051 acre-ft
tc-onsite = 9-M hours tc-offsite - Q,5A hours
%= 222 cfs/mil/inch
Storage Vol. = 1.051 acre-ft
Release Rate = 0.050 cfs
Release Rate = 0.3533 cfs
Pre-Developed
Onsite Offsite
8.15 ac 2.49 ac
Z5 ZZ
N/A N/A
0A.a 0M
Post-Developed
Onsite Offsite
7.28 ac 2.46 ac
M Z-8
94 94
0M 0_5A
WATER DETENTION BASIN DESIGN
Pretreatment Volume
Volpre = Acres of Impervious Area (0.2")(1712")
9. Compute Permanent Pool Volume and
Water Quality Extended Volume
Compute WQv/ PPS
Compute PP„
Size extended detention - pool volume is greater
of WQ„ or CP„
WQpre1 0.033 acre-ft WQpre2 = 0.036 acre-ft
`See Summary of Controls for Req'd & Prov'd Areas
WQpre / PP„ = 03M
PP„= 1.360 acre-ft
ED Pool Vol. = 1,051 acre-ft
10. Conduction grading and determine storage available -
for permanent pool (and WQv-ED volume if applicable
Prepare an elevation-storage table and curve using
the average area method for computing volumes

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F*WFISTOTER R !NVA
Servrc?a ?--
Elevation Area Average Depth Incremental Cumulative Volume
Area Volume Volume above
Permanent
Pool
(MSL) (acres) (acres) (ft) (acre-ft) (acre-ft (acre-ft)
618.0 0.09 0.09 0.00 0.00 0.00 0.00
621.0 0.14 0.12 3.00 0.35 0.35 0.00
626.5 0.31 0.23 5.50 1.24 1.58 0.00
627.58 0.39 0.35 1.08 0.38 1.96 0.38
628.44 0.41 0.40 0.86 0.34 2.30 0.72
629.08 0.43 0.42 0.64 0.27 2.57 0.99
629.58 0.44 0.44 0.50 0.22 2.79 1.21
12. WQ„ Orifice Computations
Average ED release rate Release rate = 0.050 cfs
Average head, h=(ED elev-Permaent Pool Elev.)/2 h = 0.545 ft
Area of orifice from orifice equation: Q=CA(2gh)u.5 A = 0.014 ft2
Diameter = 1.6 in
13. Compute release rate for CP, control and
establish CP„elevation WSEL = 628.44 ft
Release rate Release rate = 0.353 cfs
Average head h=CP„ elev-Permanent pool elev)/2 h = 1.04 ft
Area of orifice from orifice equation: Q=CA(2gh)0 5 A = 0.072 ft2
Diameter = 3.6 in
14. Calculate QP release rate and
water surface elevation
Set up a stage-storage-disc harge relationship
Peak stage for (WQ„), the 1-inch, 6-hour storm Peak Stage = 627.58 ft
Peak stage for (CP„ ), the 1-inch, 24-hour storm Peak Stage = 628.44 ft
Peak Q10- Undeveloped Q10-undev = 17.41 cfs
Peak Q10- Developed Q1o-dev= 16.31 cfs
Peak Q25- Undeveloped Q25-undev= 23.53 cfs
Peak Q25 - Developed Q25-dev = 23.42 cfs
Size emergency spillway, calculate 50-yr
WSEL and set top of embankment elevation WSEL50 = 629.33 ft
Embankment Elevation = 629.88 ft
15. Investigate potential wet detention basin hazard Notes:
classification
16. Assess maintenance access and safety features
17. Attach landscape plan
Drainage Study for 041-115
1 UNCC - Campus Corners 11/6/2008

Chapter 3 - Hydrologic Analysis
' 3.2 - City of Charlotte - Land Development Division:
Wet Pond Worksheet

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Prepared By:
Design Resource Group, P.A.

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City of Charlotte - Land Development Division
Wet Pond Worksheet
Project Name: Date: ioi2Ri2nnR
BMP location narrative: Attach schematic describing wet pond location and information relative to BMP.
All of the post-developed area, 7.3 acres, and an additional portion of the offsite tributary area, 2.5 acres, of this project drains to
the single detention basin located in the northeast corner of the property. This basin is designed to be a wet pond with volume
control for the 1-yr, 24-hour storm event as well as providing peak control to both the 10-yr and 25-yr, 6-hour storm events per the
requirements of the PCCO. In addition to the flood attenuation, the basin also achieves the water quality requirements (85% TSS
removal, 70%TP Treatment) as required by the newly enacted ordinance.
*-Per the new PCCO, the basin sizing is a function of: WQv/PPv=0.30, no longer sized per the SA/DA ratio.
**-The PCCO does not require additional storage depth in the proposed basin for sediment accumulation.
ummarv
Basin drainage area to pond: 9.73 ac. (Delineated on attached drainage area map)
Proposed Impervious Area Percentage: 49.1 % (Detailed impervious area calculations attached)
SA/DA ratio required: 0.03 (Use State BMP manual chart)
Permanent Pool Surface Area Required: N/A* sq. ft.
Permanent Pool Surface Area Provided: 13358.0 sq. ft.
Permanent Pool Elevation: 626.50 ft. (elevation of the orifice invert)
Forebay Volume Percentage: 19.5 % (calc showing between 15% and 25% attached)
Average Depth Provided: 5.5 ft. (calculation attached)
Runoff volume: 0.408 acre-ft. (calculation attached)
' Diameter of orifice: 1.6 in. (for water quality drawdown between 2-5 days)
Emergency pipe diameter: 24 in. (calculations attached)
Temporary Pool Elevation: 627.58 ft. (routing calculations attached)
Spillway Elevation: 629.58 ft. (calculation attached)
Spillway weir length: 24 ft. (calculation attached)
Top of Berm Elevation: 630.50 ft.
Freeboard Provided: , in.
Basin Diagram
(fill in the blanks)

Permanent Pool Elevation 626.50 7,777

5
Sediment Removal Elevation N/A**
5
..............................
621.00 25%
Bottom Elevation %
Sediment Removal Elevation N/A
.........................
25%
Bottom Elevation ?]_$_OD
Forebay Main Pond
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CHARLOT .
EN M1EEMIN & PROPEM
MMMGEMMr
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844 Revised 7/2005
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Drainage Study for
1 LJNCC - Campus Corners
11
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Chapter 3 - Hydrologic Analysis
3.3 - City of Charlotte - Land Development Division
Detention Worksheet
Prepared By:
Design Resource Group, P.A.
041-115
11/6/2008
City of Charlotte
Land Development Division
l' Post Construction Controls/Detention Worksheet
The following section is information that is required by the City's NPDES permit for permanent tracking
of proposed BMPs and compliance with the Post Construction Ordinance. Complete all information.
I' Project Name: LJNCC - Campus Corners Date: 10/31/2008
Project Address: 523 East Mallard Creek Church Road Charlotte NC 28262
Subdivision Name (if different from above): N/A
Phase: N/A
Developer Name: WP East Acquisitions LLC
I? Development Type (Check One): ? Single Family ®Multi-Family ? Mixed Use
? Commercial ? Institutional
Owner Name: WP East Acquisitions LLC
Owner Address: 1001 Morehead Square Drive Suite 250
Charlotte North Carolina 28203
Owner Phone: Main:( ) 332 - 8995 Fax: ( 704 ) 332 - 8997
Owner e-mail: Carter H Sim el <chs woodpartners com>
Total Project Area: 8.18 acres Total Disturbed Area: 7.28 acres
Zoning: R-17MF (CD)
Watershed (Check One): ? Central Catawba ? Western Catawba
® Yadkin-Southeast Catawba ? Six Mile
Original Parcel ID(s): 05140101,05140102,05140104,05140106,& 05140107
% Built-Upon Area: 4.47 acres
Stream Buffer Area: N/A
Natural Area: 0.487 acres
Mitigation
Distressed Business District? ? Yes N No Transit Station Area? ? Yes N No
Is site under one acre? ? Yes N No Total Phosphorous Mitigation? ? Yes N No
Natural Area mitigation? N Yes ? No

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Page 1 of 6
The following sections help to provide information on volume and peak controls for the site. Attach
BMP Inset tables and Design Procedure Forms for each BMP to show that each is sized appropriately
per the design requirements.
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Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
All of the post-developed area, 7.3 acres, and an additional portion of the offsite tributary area, 2.5 acres, of this
project drains to the single detention basin located in the north east corner of the property. This basin is design
to be a wet pond with volume control for the 1-yr, 24-hr storm event as well as providing peak control to both the
10-yr and 25-yr, 6-hr storm events per the new requirements of the PCCO. In addition to the flood attenuation, the
basin also achieves the water quality requirements (85% TSS removal and 70% TP treatment) established by the
new ordinance.
PRE-DEVELOPED SUMMARY: (Node IS)
Basin area: 8.14 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 25.6 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpre: 75
PRE-DEVELOPED SUMMARY: (Node 2S)
Basin area: 2.46 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 36.2 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpre: 77
POST
DEVELOP
-
ED SUMMARY: (Node 21S)
Basin area: 7.28 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5.0* min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Me cklenburg Storm Water Design Manual - SCS Travel Time.
Runoff Coefficient, Rv- 0.492** Water Quality Volume, WQv (ac-ft)- 0.305
Curve Number, Cnpost: 88 Curve Number, CNpost(modified)- 94
Channel Protection Volume, CPv (ac-ft) - 0.879 CPv Release Rate (cfs) 0.353**

POST-DEVELOPED
SUMMARY: (Node 22S)
Basin area: 2.46 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 32.2 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Runoff Coefficient, Rv- 0.492** Water Quality Volume, WQv (ac-ft)- 0.103
Curve Number, Cnpost: 78 Curve Number, CNpost(modified)- 94
Channel Protection Volume, CPv(ac-ft) - 0.172 CPv Release Rate (cfs) 0.353**

* - 5.0 min. is the minimum Tc per the Charlotte-Mecklenburg Storm Water Design Manual
** - Runoff Coefficients (Rv) and CPv Release Rates are calculated from the total developed Onsite & Offsite Areas
Revised: August 2008
Page 2 of 6

1 DETENTION SUMMARY
Computer Method Used*: HydroCAD Ver. 8 8.0
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6 This summary is to accompany all detention analysis and is
not intended to replace that requirement.
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Pre (cfs) Post (cfs) Routed (cfs) Elevation (Comments)
1" N/A
l yr. N/A
2 yr. 6.03 19.52 2.18 Includes 1.34 cfs of Bypassed Runoff
10 yr. 17.41 37.34 16.33 Includes 3.06 cfs of Bypassed Runoff
25 yr. 23.53 46.37 23.43 Includes 3.96 cfs of Bypassed Runoff
50 yr. N/A
100 yr. N/A
' Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.

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Page 3 of 6
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
' Sub-basin Name/Level: 1S (Coordinate with attached drainage area map)

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DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 2S (Coordinate with attached drainage area map)
¦
Type of Flow
Sheet Unpaved
Shallow Conc. (Unpaved) Travel Length (ft.)
200
84 Slope (%)
4.0
3.81 Mannings (n)
0.40 Time (min.)
28.7
1
4
Pie
Shallow Conc. Paved 45
477 3.56
6.94 0.013 .
0.10
6
0
.
TOTAL N/A N/A N/A Tc pre - 36.2
-

Acreage
1.64 Land Use
Woods Fair Soil Type
WkD WkB Hydrologic Group
C
' 0.2 Paved Prkjj, WkD C
0.43 %2 ac Lots 25% WkD C
' 0.15 50-75° Grass WkD WkB C
Total = 2.48
Revised: August 2008
Page 4 of 6
Type of Flow
Sheet Unpaved Travel Length (ft.)
200 Slope (%)
13.00 Mannings (n)
0.40 Time (min.)
17.9
Shallow Conc. Un aved 572 6.10 7.7
TOTAL N/A N/A N/A =Tc-- 25.6
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagerrotal Area) z (CN)
6.54 Woods Fair WkD WkB C 73 58.6
0.15 Paved Prkiz. WkD 8 1.8
0.04 Dirt Road WkD C 87 0.4
0.07 Gravel Road WkD 89 8

1.34 W kB
50-75° o Grass WkD C 9 13.1
Total
=
8.14
I- XT
PRE-
CN Weighted CN
(Acreage/Total Area) z (CN)

73 48.3
98 10.2
80 14.3
79 4.6
CNp, = 77
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 21S (Coordinate with attached drainage area map)

Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Shallow Conc. (Unpaved)
TOTAL N/A N/A N/A Tc Post= **5.0
** Per Section 3.6.4 of the Charlotte-Mecklenburg Storrnwater Ordinance, the minimum Tc path shall be no less than 5 minutes

Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(AcreagdTotal Area) : (CN)
0.34 Woods Fair WkD WkB C 73 3.4
4.32 Paved Prk Roof WkD C 98 58.1
15 Dirt Roads WkD C 87 1.8
2.47 >75° Grass WAD, WkB C 74 25.1
7.28 CNr°st= 88
' POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 22S (Coordinate with attached drainage area map)

i
1
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved 200 A no 0.40 28
7
Shallow Conc. (Unpaved) -
Pipe 45 3.56 0,013 0
10
Nominal Time to Pond -
2
TOTAL N/A N/A N/A Tc post = 32.2
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(AcreagdTotal Area) z (CN)
1.61 Woods Fair WkD WkB C 73 47.
0.26 Paved Prk Roof WkD C 98 10.4
0.06 Paved Prk Roof WkD C 98 2.4
0.44 ' 2 ac lots 25° o Im WkD WkB C 80 14.3
0.09 50-75° Grass WkD WkB C 79 2.9
2.46 CN = 78

I Revised: August 2008
Page 5 of 6
STORAGE / DISCHARGE CALCULATIONS

Elevation Underground * Above Ground Total Acc. Volume (cf)
Acc. Volume for all
Structures (cf) Area (sq. ft.) Inc. Volume (cf) Ace. Volume (cf) (Above and

Underground)
626.50 13544 0 0 0
627-59 17??? 17174 17174 17174
628.44 17960 14252. 212 32126
629.08 18616 11704 43840 43840
629.58 19133 9437 53277 53277
M Stage Discharge Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf .

Elevation /
Stage Orifice 1
1.6 In. Orifice 2
3.6 In. Orifice 3
5.5' x 0.25' Weir 2/Em.
Spillway Outlet
Control Pipe Total Q
(cfs)
(ft) 626.50 Inv.
0.014 Area
Co= 0.6 627.58 Inv.
0.072 Area
Cc= 0.6
628.44 Inv.

Co= 0.6 . (Controlled by
outlet pipe/strucq
24.0 Ft.
629.58 Inv.
Cw= 3.0 24 Dia.
70.0 Length
618.12 Inv.

Co= 0.9
618.00 0.00 0.00 0.00 0.00 0.00 0.00
619.00 0.00 0.00 0.00 0.00 4.27 4.27
620.00 0.00 0.00 0.00 0.00 14.26 14.26
621.00 0.00 0.00 0.00 0.00 20.74 20.74
622.00 0.00 0.00 0.00 0.00 25.67 25.67
623.00 0.00 0.00 0.00 0.00 29.79 29.79
624.00 0.00 0.00 0.00 0.00 33.42 33.42
625.00 0.00 0.00 0.00 0.00 36.68 36.68
626.00 0.00 0.00 0.00 0.00 39.67 39.67
626.50 0.00 0.00 0.00 0.00 41.10 41.10
627.00 0.04 0.00 0.00 0.00 42.46 42.50
627.59 0.07 0.00 0.00 0.00 44.05 44.12
628.00 0.08 0.18 0.00 0.00 45.08 45.34
628.44 0.09 0.29 0.00 0.00 46.18 46.56
629.00 0.11 0.39 17.37 0.00 47.55 65.42
629.08 0.11 0.40 18.91 0.00 47.79 67.21
629.58 0.12 0.47 26.61 0.00 48.94 76.14
630.00 0.12 0.52 31.67 19.18 49.90 101.39
•
CHAIiLOTFE.
Revised: August 2008
Bjlwu N&If0?
Land
Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone]andpermits.charmeck.org
Page 6 of 6
1
Drainage Study for 041-115
LTNCC - Campus Corners 11/6/2008
1

Chapter 3 - Hydrologic Analysis
3.4 - HydroCAD - Drainage Diagram

?I

n

Prepared By:
' Design Resource Group, P.A.
1S (2S
Pre-site Pre-Off-site
11S 12S
Post site w/ CNm Post-Off-site W/
CNm
10P
P
WQ and Detention BMP
22S 23S
21S
Post-Off- ite (rev Tc) Post-Release
Post-site
20P
WQ and Detention BMP
Subcat Reachl on Link
??

041-115 CD-BMP
' Prepared by Design Resource Group, P.A. Page 2
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

Area Listing (all nodes)
Area (acres) CN Description (subcats)
'
10.260 73 Woods, Fair, HSG C 1 S,2S 21 S 22S 23S 23S
' 2.469 74 >75% Grass cover, Good, HSG C (21 S)
2.242 79 50-75% Grass cover, Fair, HSG C (1 S,2S,22S,23S,23S,23S)
' 0
886 80 1/2
. acre lots, 25% imp, HSG C (2S,22S)
' 0.193 87 Dirt roads, HSG C (1 S,21 S)
0.146 89 Gravel roads, HSG C (1S,23S)
9.733 94 CNm (11S,12S)
' 5.066 98 Paved parking & roofs (1 S,2S,21 S,22S,22S,23S,23S)
30.994

I
Drainage Study for 041-115
' UNCC - Campus Corners 11/6/2008
1
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Chapter 3 - Hydrologic Analysis
3.5.1- Charlotte -1 Inch, 6-Hour Storm Analysis

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Prepared By:
' Design Resource Group, P.A.

041-115 C D-B M P Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by De sign Resource Group
P
A

HydroCADO 8.00 ,
.
. Page 4
s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 1S: Pre-site
Runoff = 0.13 cfs @ 3.78 hrs, Volume= 0.021 af, Depth= 0.03"
' Runoff b
SCS T
y
R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs
dt= 0.08 hrs
Charlotte 1-in 6-h ,
r Charlotte 1-in 6-hr Rainfall=1.00"
Area (sf) CN Description
284,752 73 Woods, Fair, HSG C
' 6,447
1,786 98 Paved parking & roofs
87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair
HSG C
' 354,840 ,
75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'

7.7 572 Woods: Light underbrush n= 0.400 P2= 3.12"
0
0610 1
23
.
.
Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 f s
' 25.6 772 Total
' Subcatchment IS: Pre-site
Hydrograph
0.14 '.. __
0.13 Charlotte i-in 6-hr Charlotte 1-in 6 -hr
0.12 Rain all=!

0.11 ------------- Rurtoff?4reF'=3 {J ,Msf-
j
0.1
-,
Runoff Vot6me=0.p21 of -
Runoff `Depth=?0 03"
..
0.09
--
0.08 i
- - - ' _ _; Flow Length=772'
T _
_ c=25.6 min

007
0
-
CM -45

.06

0
05- --
-- -
- - --- - - - - - - - -- - - - - - - - - - - - - - - - - -
r-- -- r= - ---
i
.
0.04'
0.03-
-- 4-
0.02-'
- * -

0 2 4 6 8 1, 12 14 16 18 20 22 .
24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

r
041-115 CD-BMP Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by Design Resource Group
P
A

HydroC %DO 8.00 ,
.
. Page 5
s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 2S: Pre-Off-site
Runoff = 0.07 cfs @ 3.84 hrs, Volume= 0.010 af, Depth= 0.05"
Runoff b
SCS T R
y -20 method, UH=SCS, Time Span= 0.00-48.00 hrs
dt= 0
08 hrs
,
.
Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
' Area (sf) CN Description
71,438 73 Woods, Fair, HSG C
' 11,195
19,297 98 Paved parking & roofs
80 1/2 acre lots
25% im
HSG C
,
p,
6,316 79 50-75% Grass cover, Fair, HSG C
108,246 77 Weighted Average
' 92,227 Pervious Area
16,019 Impervious Area
' Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
'
1.4 84 Woods: Light underbrush n= 0.400 P2= 3.12"
0
0381 0
98
.
.
Shallow Concentrated Flow, shallow to culvert

'
0.1 45 Woodland Kv= 5.0 fps
0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18
0" Area= 1
8 sf Peri
= 4
7'
'
.
.
m
.
r= 0.38

6.0 477 n= 0.013 Concrete pipe, straight & clean
0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
' Woodland Kv= 5.0 fps
36.2 806 Total

t

1
041-115 CD-BMP Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by Design Resource Group, P.A. Page 6
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
1

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1
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041-115 CD-BMP Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=9.00"
Prepared by Design Resource Group, P.A.
HydroCADO 8.00 s/n 003942 © 2006 -lydroCAD Software Solutions LLC Page 7
10/28/2008
Subcatchment 11 S: Post site w/ CNm
[49) Hint: Tc<2dt may require smaller dt
Runoff = 8.28 cfs @ 3.12 hrs, Volume= 0.305 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Area (sf) CN Description
316,943 94 CNm
316,943 Pervious Area
Tc
min
5.0
t
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
Direct Entry, direct entry 5 minute min.
Subcatchment 11S: Post site w/ CNm
® Runoff

041-115 C D-BM P Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by Design Resource Group, P.A. Page 8
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 12S: Post-Off-site (rev Tc) w/ CNm
Runoff = 1.35 cfs @ 3.48 hrs, Volume= 0.103 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
_ Area (sf) CN Description
107,027 94 CNm
107,027 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
1.4 84 0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
2.0 Direct Entry, nominal time for site SD entry to and
32.2 329 Total
Subcatchment 12S: Post-Off-site (rev Tc) w/ CNm
Hydrograph
I ,
.as ors 1 ®Runoff
Charlotte 4466-hr Charlotte 1-in 6,hr
1 I
Rainfall=1.00"
1 I I I
Runoff ;Arqa=1:07,027:sf
I
- - - ;- Runoff Volume 0 103'af
1 Runoff: Depth=0.50"
1
' Flow Length=329'
w I ; 1 I
Tc=32;2 min
c CN=94
1 I ,
I ' I I I
I I
I I I
1 I I I
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I I I 1 I
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0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1
1
041-115 C D-BM P Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by Design Resource Group, P.A.
HydroC %DO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC Page 13
10/28/2008
Pond 10P: WQ and Detention BMP
Inflow Area =
Inflow 9.733 ac, Inflow Depth = 0.50" for Charlotte 1-in 6-hr event
_
Outfl 8.59 cfs @ 3.12 hrs, Volume= 0.409 of
ow
Primary = 0.07 cfs @ 6.24 hrs, Volume= 0.216 af, Atten= 99%,
0.07 cfs @ 6
24 hrs
Volum
= Lag= 186.7 min
.
,
e
0.216 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs
dt= 0.08 hrs
,
Peak Elev= 27.58'@ 6.24 hrs Surf.Area= 16,882 sf Storage= 17,022 cf
Plug-Flow detenti
C on time= 1,268.4 min calculated for 0.215 of (53% of inflow)
enter-of-Mass d et. time= 1,239.4 min ( 1,457.6 - 218.2 )
Volume Invert Avail.Stora a Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
feet Surf.Area Perim. Voids Inc.Store Cum.Store Wet
Are

8.00
s -ft feet (%) (cubic-feet) (cubic feet)

4,099 263
2 0
0 .
a
)
(sq ft

19.00
20
00 .
.
0 0
4,652 279.8 0.0 0 0
5
238 4,099
4
866
. ,
297.0 0.0 0 ,

21.00 0
5,923 354.8 0.0 0 5,706
22.00 6,698 405.1 0.0 0
0 0 8,722
23.00 7,574 453.1 0.0
0 11,787
24.00 0
8,551 502.2 0.0 0 15,094

25.00 0
9,605 550.0 0.0 0 18,857
26.00 10,782 595.1 0.0 0
0 22,893
26.50 0
13,544 610.0 0.0
0 27,043
27.00

28.00 16,064 675.0 100.0 7,393 7,393
0
17
476
72
28,503
35
158
29.00 ,
5
.6 100.0 16,765 24,158
18,530 584.6 100.0 18
000 ,
45,343
30.00 ,
42,159
21,640 600.3 100.0 20
065
62
223 46,590
,
, 48,185
' Device Routing Invert Outlet Devices
#1 Primary 26.50' 1.6" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.07 cfs @ 6.24 hrs HW=27.58' (Free Discharge)
L1=Orifice/G
t
ra
e (Orifice Controls 0.07 cfs @ 4.86 fps)
1
1
1
041-115 C D-BM P Charlotte 1-in 6-hr Charlotte 1-in 6-hr Rainfall=1.00"
Prepared by Design Resource Group, P.A.
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Softwnra Snit iris- r Page 14
0 2 4 6 8 10 12 14'11
6 18 20 22 24 26
Time (hours) 28 30 32 34 36 38 40 42 44 46 48

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1

Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

1

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Chapter 3 - Hydrologic Analysis
3.5.2 - Type II -1 Year, 24-Hour Storm Analysis
i
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1

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Prepared By:
Design Resource Group, P.A.

041-115 CD-BMP Type l/ 24-hr Charlotte 7 yr 24-hr Rainfall=2.58"
Prepared by Design Resource Group, P.A. Page 18
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 1S: Pre-site
Runoff = 4.82 cfs @ 12.22 hrs, Volume= 0.474 af, Depth= 0.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr Charlotte 1-yr 24-hr Rainfall=2.58"
1

I

Subcatchment 1S: Pre-site
Hydrograph
® Runoff
Areas CN Description
284,752 73 Woods, Fair, HSG C
6,447 98 Paved parking & roofs
1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair, HSG C
354,840 75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
Tc
mLin) Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'

7.7
572
0.0610
1.23 Woods: Light underbrush n= 0.400 P2= 3.12"
Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 f s
25.6 772 Total

i
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0
U.
1
1
1
1
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 86 38 40 42 44 46 48
Time (hours)

041-115 CD-BMP Type// 24-hr Charlotte 7 yr 24-hr Rainfall=2.58"
P
' repared by Design Resource Group
P
A

HydroCADO 8.00 ,
.
. Page 19
s/n 003942 © 2006 HvdroCAD Software Solutions LLC 10/28/2008
Subcatchment 2S: Pre-Off-site
Runoff = 1.37 cfs @ 12.35 hrs, Volume= 0.164 af, Depth= 0.79"
Runoff by SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs
dt= 0
08 hrs
,
.
Type II 24-hr Charlotte 1-yr 24-hr Rainfall=2.58"
Area (sf) CN Description
71,438 73 Woods, Fair, HSG C
11,195
19,297 98 Paved parking & roofs
80 1/2 acre lots
25% i
HSG C
,
mp,
6,316 79 50-75% Grass cover Fair, HSG C
108,246 77 Weighted Average
92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
min feet (ft/ft) ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'

1.4 84 Woods: Light underbrush n= 0.400 P2= 3.12"
0.0381 0.98 Shallow Concentrated Flow, shallow to culvert

0.1 45 Woodland Kv= 5.0 fps
0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18
0" Area= 1
8
f P
i
'
'
.
.
s
er
m= 4.7
r= 0.38

6.0 477 n= 0.013 Concrete pipe, straight & clean
0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
36.2 806 Total

1

' 041-115 CD-BMP Type l/ 24-hr Charlotte 1-yr 24-hr
Prepared by Design Resource Grou
P
A Rainfall=2.58"
p,
.
.
HydroC %DO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC Page 23
10/28/2008
Subcatchment 21 S: Post-site
[49] Hint: Tc<2dt may require smaller dt
R
ff
uno
= 17.21 cfs @ 11.95 hrs, Volume= 0.879
af, Depth= 1.45„
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr Charlotte 1-
r 24
h
R
i
f
"
y
-
r
a
n
all=2.58
Area (sf) CN Description
14
691 73 Wood
F
H
,
s,
air,
SG C
188,113 98 Paved parking 8L roofs
6,620 87 Dirt roads, HSG C
107,528 74 >75% Grass cover, Good, HSG C
316,952 88 Weighted Average
128,839 Pervious Area
188,113 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (c s'
i 50 Direct Entry, direct entry 5 minute min.
Subcatchment 21S: Post-site
Hydrograph
19
18 _ ..._ ?.... _ 17,21 ors ? ... _ , ?
Runoff
i
I-'- ---
Type_?Ia_iar Char?otte 1 ?r24-hr
16
_
-.. _r_... ... 1
15 i.._ _ .... Rainfaal 2.58"
14 --Runoff Area=316
952sf-
,
- _ ... .. _. ...
13 Runoff Volume 0.819 of
-----------
12

-
11 I
- Runo Depth 1.45" -
- - - -c7-5A min _
3 I -: -, - I I I
o 9-
- -;
.. -... -I

6-1
- F- - - -
- - - - _ ------------
5 _--------------

2 _ ,...... .. L .. ... ....... I_ - ._ ... L. .._ . ._
_ _ _
_
.
1 - - - I I
- - - ------
1 0
0 2 4 fi 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
r
041-115 C D-BM P Type 1124-hr Charlotte 1-yr 24-hr Rainf
ll=2
"
a
.58
Prepared by Design Resource Group, P.A.
H droC %DO 8.00 s/n 003942 © 2006 H droCAD Software Solutions LLC Page 24
10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Runoff =
Ru
ff b 1.58 cfs @ 12.30 hrs, Volume= 0.172 af, Depth= 0.84"
no
y SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs =
, dt 0.08 hrs
Type II 24-hr Charlott
1
e
-yr 24-hr Rainfall=2.58"
Areas CN Descri tion
70,188 73 Woods, Fair, HSG C
11,200
2,190 98 Paved parking & roofs
98 Paved
arki
&
p
ng
roofs
19,301 80 1/2 acre lots, 25% imp, HSG C
4,130 79 50-75% Grass cover, Fair, HSG C
107,009 78 Weighted Average
88,794 Pervious Area
18,215 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'

1.4 84 Woods: Light underbrush n= 0.400 P2= 3.12"
0.0381 0.98 Sh
allow Concentrated Fl
ow, shallow to culvert
0.1 45 Woodland Kv=
0.0356 11.22 19.82 Circular Channel 0 fps
(pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
2 0 n= 0.013 Concrete pipe, straight & clean

32.2 329 Direct Ent nominal time for site SD entry to and
Total

r
r
r
r
r
r

1
041-115 CD-BMP Type // 24-hr Charlotte 1-yr 24-hr Rainfall=2.58"
Prepared by Design Resource Group, P.A. Page 25
HydroCADO 8.00 s/n 003942 © 2006 HvdroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)

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Time (hours)

041-115 CD-BMP Type 11 24-hr Charlotte 7 yr 24-hr Rainfall=2.58"
Prepared by Design Resource Group, P.A. Page 26
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 23S: Post-Release
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.42 cfs @ 11.97 hrs, Volume= 0.071 af,, Depth= 0.94°
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Type II 24-hr Charlotte 1-yr 24-hr Rainfall=2.58"
Area (sf) CN Description
4,627 73 Woods, Fair, HSG C
1,229 73 Woods, Fair, HSG C
1,172 98 Paved parking & roofs
1 348 98 Paved parking & roofs
3,161 89 Gravel roads, HSG C
21,141 79 50-75% Grass cover, Fair, HSG C
' 2,865 79 50-75% Grass cover, Fair, HSG C
4,529 79 50-75% Grass cover, Fair, HSG C
39,072 80 Weighted Average
37,552 Pervious Area
1,520 Impervious Area

041-115 CD-BMP Type lI 24-hr Charlotte 1-yr 24-hr Rainfall=2
58"
Prepared by Design Resource Group
P.A. .
,
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC Page 29
10/28/2008
Pond 20P: WQ and Detention BMP
Inflow Area = 9.733 ac, Inflow Depth = 1.30" for Charlotte 1-yr 24-hr event
Inflo
w _ 17.55 cfs @ 11.96 hrs, Volume= 1.051 of
Outflo
w 0.44 cfs @ 16.57 hrs, Volume= 0.683 af, Atten= 98%, Lag= 276.5 min
Primary = 0.44 cfs @ 16
57 hrs
Volum
=
.
,
e
0.683 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs
dt= 0
08 hrs
,
.
Peak Elev= 28.44'@ 16.57 hrs Surf.Area= 17,938 sf Storage= 31,990 cf
' Plug-Flow detention time= 759.9 min calculated for 0.682 of (65% of inflow)
Center-of-Mass det. time= 650.6 min ( 1,481.0 - 830.4 )
Volume Invert Avail.Stora a Storage Descri tion
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet
Area
feet
s -ftfeet % (cubic-feet) (cubic-feet)
18.00 4,099 263
0
2 0 .
(sq ft)
.
.
19.00 4,652 279.8 0.0 0 0
20.00 5
0 0
238 297 4,099
4,866
,
.0 0.0
0 0
21.00 5,923 354.8 0.0
0 0 5,706
22.00 6,698 405.1 0.0
23.00 7,574 453
0 0 0
1 0 8'722
11,787
.
.
24.00 8,551 502.2 0.0 0 0
0 0 15,094
25.00 9,605 550.0 0.0
0 0 18,857

i 26.00 10,782 595.1 0.0
0 0 22,893
26.50 13,544 610.0 0.0 27,043
27.00 16,064 675.0 100.0 7,393 7,393
0
28.00 17
476 57
28,503
35,158
,
2.6 100.0 16,765 24,158
29.00 18,530 584.6 100.0 18
000 42
1 45,343
,
,
59
30.00 21,640 600.3 100.0 20,065
62,223 46,590

48;185
Device Routing Invert Outlet Devices
#1 Pri
'
mary 18.12
24.0" x 70.0' long Culvert RCP, square edge headwall Ke= 0
500
,
Outlet Invert= 17.00' S=0.01607' Cc= 0.900 .
n= 0.012 Concrete pipe, finished
#2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0
600
.
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
#4 Device 1
'
'
' 28.44
5.50
W x 0.25'H Vert. Orifice/Grate X 4.00 C= 0.600
#5 Device 1 29.58' 24
0' lon
x 0
5' b
.
g
.
readth Broad-Crested Rectangular W eir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Prim
O
?
ary
utFlow Max=0.39 cfs @ 16.57 hrs HW=28.44' (Free Discharge)
scharge)
=Culvert (Passes 0.39 cfs of 46
19 cfs
ote
ti
l fl
.
p
n
a
ow)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 6.59 fps)
3=Orifice/Grate
O
if
(
r
ice Controls 0.29 cfs @ 4.06 fps)
=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.16 fps)

1 =Broad-Crested Rectangular Weir (Controls 0.00 cfs)

1
041-115 CD-BMP Type // 24-hr Charlotte 1-yr 24-hr Rainfall=2.58"
Prepared by Design Resource Group, P.A. Page 30
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P- WQ and Detention BMP
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008
1

7
LI
I
Chapter 3 - Hydrologic Analysis
3.5.3 - Charlotte - 2 Year, 6-Hour Storm Analysis
1
?J

1

1
Prepared By:
Design Resource Group, P.A.
041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Design Resource Group, P.A. Page 60
HydroCADO 8.00 s/n 003942 © 2006 HvdroCAD Software Solutions LLC 10/28/2008
i Subcatchment 1S: Pre-site
Runoff = 4.65 cfs @ 3.48 hrs, Volume= 0.357 af, Depth= 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
Area (so CN Description
284,752 73 Woods, Fair, HSG C
6,447 98 Paved parking & roofs
1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover Fair HSG C
354,840 75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'

7.7
572
0
0610
1
23 Woods: Light underbrush n= 0.400 P2= 3.12"
. . Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
25.6 772 Total
® Runoff

041-115 CD-BMP Charlotte 6-hr 2 yr Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Design Resource Group, P.A. Page 61
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 2S: Pre-Off-site
Runoff = 1.38 cfs @ 3.63 hrs, Volume= 0.126 af, Depth= 0.61"
R
ff b
SCS T R
uno
y -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 2- yr Charlotte 6-hr 2-yr Rainfall=2.28"
Area (sf) CN Description
71,438 73 Woods, Fair, HSG C
11,195
19,297 98 Paved parking & roofs
80 1/2 acre lots, 25% imp, HSG C
6,316 79 50-75% Grass cover, Fair, HSG C
108,246 77 Weighted Average
92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
1.4 84 0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
6.0 477 0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
' Woodland Kv= 5.0 fps
36.2 806 Total

1
1

1
041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Design Resource Group, P.A. Page 62
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 2S: Pre-Off-site
Hydrograph
I
I I I
I I I
Charlotte 6-hr
I
I I
2-yr Pharlotte 6-hr 2-yyr
I ,q i' I
Rainfall 2.28".
I
1 Runoff Area 108
- sf
w I I 1
I
Runoff Volume=0.126 of
o ? ' I
R?inoff Depth-0.61
flow: Length=806'
I I
I I
T=36.2 min
I I
CN=77
I I
1 I I I
® Runoff
_. .. .. .I.... a ?,.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
I? h
LJ
041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2 yr Rainfall=2.28"
Prepared by Design Resource Group, P.A. Page 65
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 21S: Post-site
[491 Hint: Tc<2dt may require smaller dt
' Runoff = 18.03 cfs @ 3.16 hrs, Volume= 0.725 af, Depth= 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
Area (sf) CN Description
14,691 73 Woods, Fair, HSG C
188,113 98 Paved parking & roofs
6,620 87 Dirt roads, HSG C
' 107,528 74 >75% Grass cover, Good, HSG C `
316,952 88 Weighted Average
128,839 Pervious Area
' 188,113 Impervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct entry 5 minute min.
Subcatchment 21S: Post-site
Hydrograph
20
_ _ _ ®Runoff
19/ ----
18
Charlotte 6 hr
17 _ _.. _. :._ _.. L
' 16 --L- -- ---L --L - - - --; --:2-yr;Qhar]0 -te 6-hr-2-yr--
15:7 L L i
L
1
r?fa ' I 2.28
4 •1 Q'tQ ? I - „-- --
1 ;
13 L
1 41-
12 rea=3. 6'952 sf
.
- - Rlu.no ff.A
U 11 ,? 1 1 , - ,
w
10
- Runoff VoCume=D X25-a -
0
UL 9 _ L.
8
Ruoff Depth-1:2O"-
-- , -,-- -- --; --, - -- 'Tor-5- - in
- .0 ra?ili?
5
- .. ._ ... i- .. -._ .. - - -
CN 88
I
4 r - - - - - - ' I I I - - - - -
1
3 " - -'
I
I I I
2
I
O ', 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
1

' 041-115 CD-BMP Charlotte 6-hr 2 yr Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by Design Resource Grou
P
A
p,
.
. Page 66
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Runoff = 1.58 cfs @ 3.56 hrs, Volume= 0.133 af, Depth= 0.65"
' R
ff b
uno
y SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
Area (so CN Description
70,188 73 Woods, Fair, HSG C
11,200 98 Paved parking & roofs
2,190 98 Paved parking & roofs
19,301 80 1/2 acre lots, 25% imp, HSG C
4,130 79 50-75% Grass cover, Fair, HSG C
' 107,009 78 Weighted Average
88,794 Pervious Area
18,215 Impervious Area
' Tc Le
th Sl
V
ng ope
elocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
1.4 84 0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
2.0 Direct Entry, nominal time for site SD entry to pond
32.2 329 Total
1
1

1
041-115 CD-BMP Charlotte 6-hr 2 yr Charlotte 6-hr 2-yr Rainfall=2.28"
' Prepared by Design Resource Group, P.A. Page 67
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 22S: Post-Off-site (rev Tc)
Hydrograph
' ? ®Runoff
ass, ? ,
i
Charlotte 6-hr
Z-yr Charlotte 6-hr 2-yr
Rai6fall=2.28"
Runoff Area^107,00.9sf__
w 1 , '
i
RUn0f V0lurrie=0.133 of
Runoff'D6pth 0.65
1=1ow 1en9th=329'
' Tc=32.2 min
GN=78
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1

C

1
1

041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr
Prepared by Design Resource Grou
P
A Rainfall=2.28"
p,
.
. Page 68
H droCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

' Subcatchment 23S: Post-Release
[49] Hint: Tc<2dt may require smaller dt
' R
ff
uno
= 1.34 cfs @ 3.18 hrs, Volume= 0.055 af, Depth= 0.74"
Runoff by SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
' Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
_ Area (sf) CN Description
4,627 73 Woods, Fair, HSG C
1,229 73 Woods, Fair, HSG C
1,172 98 Paved parking & roofs
' 348 98 Paved parking & roofs
3,161 89 Gravel roads, HSG C
21,141 79 50-75% Grass cover, Fair, HSG C
2,865 79 50-75% Grass cover, Fair, HSG C
4,529 79 50-75% Grass cover, Fair, HSG C
39,072 80 Weighted Average
37,552 Pervious Area
1,520 Impervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, minimum
' Subcatchment 23S: Post-Release
Hydrograph

. ti1 G ' I ®Runoff
I
Charlotte 6-hr

I
2 r Pharlbtte 6 -hr 2-yr

I
Rainfall Z28"..
w
Runoff Area=39,072 sf
Runoff VoI n ie=0.055 of

LL RUnoffDepth 0 74"
.. ,
, I I
Tc=5 0 min

1 CN=80

0-4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
1
041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
¦ Prepared by Design Resource Group, P.A. Page 71
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
¦ Pond 20P: WQ and Detention BMP
Inflow Area = 9.733 ac, Inflow Depth = 1.06" for Charlotte 6-hr 2-yr event
¦ Inflow _ 18.18 cfs @ 3.16 hrs, Volume= 0.858 of
Outflow 0.83 cfs @ 5.46 hrs, Volume= 0.572 af, Atten= 95%, Lag= 138.1 min
Primary = 0.83 cfs @ 5.46 hrs, Volume= 0.572 of
¦ Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 28.46'@ 5.46 hrs Surf.Area= 17,955 sf Storage= 32,279 cf
¦ Plug-Flow detention time= 787.1 min calculated for 0.571 of (67% of inflow)
Center-of-Mass det. time= 763.4 min ( 982.6 - 219.3 )
¦ Volume Invert Avail.Storage Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
' (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
18.00 4,099 263.2 0.0 0 0 4,099
¦ 19.00
20.00 4,652
5
238 279.8 0.0 0
297
0 0
0 0 0
0 4,866
5
70
, .
. ,
6
21.00 5,923 354.8 0.0 0 0 8,722
22.00 6,698 405.1 0.0 0 0 11
787
¦ 23.00 7,574 453.1 0.0 0 0 ,
15,094
24.00 8,551 502.2 0.0 0 0 18,857
25.00 9,605 550.0 0.0 0 0 22,893
26.00 10,782 595.1 0.0 0 0 27,043
¦ 26.50 13,544 610.0 0.0 0 0 28,503
27.00 16,064 675.0 100.0 7,393 7,393 35,158
¦ 28.00
29.00 17,476
18
530 572.6 100.0 16,765
584.6 100
0 18
000 24,158
42
159 45,343
46
590
, .
, , ,
30.00 21,640 600.3 100.0 20,065 62,223 48,185
¦ Device Routing Invert Outlet Devices
#1 Primary 18.12' 24.0" x 70.0' tong Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 17.00' S=0.0160'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
¦ #2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0.600
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
#4 Device 1 28.44' 5.50'W x 0.25'H Vert. Orifice/Grate X 4.00 C= 0.600
¦ #5 Device 1 29.58' 24.0' long x 0.5' breadth Broad-C rested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1 .00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
¦ Primary OutFlow Max=0.56 cfs @ 5.46 hrs HW=28.46' (Free Discharge)
t- =Culvert (Passes 0.56 cfs of 46.23 cfs potential flow)
¦ 2=Orifice/Grate (Orifice Controls 0.09 cfs @ 6.62 fps)
3=Orifice/Grate (Orifice Controls 0.29 cfs a@ 4.11 fps)
=Orifice/Grate (Orifice Controls 0.18 cfs @ 0.44 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
1
041-115 CD-BMP Charlotte 6-hr 2-yr Charlotte 6-hr 2-yr Rainfall=2.28"
' Prepared by Design Resource Group, P.A. Page 72
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Pond 20P: WQ and Detention BMP
Hydrograph

20 - - - - - - - ----- -------- ---------- -------------------- - -' - -
- - --- - - - - - - - - - - --- - - - - - - - - - - - - - - - -

--

® Inflow
® Primar

19 -
-- -
--1nf1aw-Area=9-
'33ac-- y
18 .
.
-- --
-- -

17
16 --

-- --
---- -- -- - - Poak Elegy=28.?4fi' -
15
14 Storage=32279 Cf -

- - -

13 _,

12
.?

1 3 10
c
U. 9

`
8

g
5
?
4
3 -
083 ds '

0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
' Time (hours)
1
1
1
1
1
1
'
Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

Chapter 3 - Hydrologic Analysis
' 3.5.4 - Charlotte -10 Year, 6-Hour Storm Analysis

Prepared By:
' Design Resource Group, P.A.

041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group, P.A. Page 32
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 1S: Pre-site
Runoff = 13.63 cfs @ 3.45 hrs, Volume= 0.991 af, Depth= 1.46"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
t Area (so CN Description
284,752 73 Woods, Fair, HSG C
6,447 98 Paved parking & roofs
' 1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair, HSG C
354,840 75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
7.7 572 0.0610 1.23 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
25.6 772 Total
Subcatchment IS: Pre-site
Hydrograph
I
15
I
14 1a.63 er - - .. ®Runoff
------ r _ _ r - - Charlotte 6-1 ti- 1-V-Vr dha Fott$ 6-1 ry -?Wyr
13
12 i.... _ . Raanfall=3 72"...
Runoff Area 354,840 sf
? ' ' I I 1
Runoff Volume 0.991 of
10 noff-Depth=1.46
s -;faow-Longth=772'
Tc' 6rrain_.
25
r I I
1 I_
CN75
------------
rf'. - -r-- -- -- ----
r
2 7
LL -':: --f-- I
»r I 1 I _ __
6
I
I I ,
1 I _.... r. _.
4
I I
- - - - - - - - - - - - - -
3 I I I , I
-,---r_ -- - --- - --
i.
2
r.. _ _ ,.. .. _. F. _. ._ _ r I
1 1 I I I I -- - ---
00 2 4 6 8 10 1
' 2 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1
041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group, P.A. Page 33
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 2S: Pre-Off-site
Runoff = 3.78 cfs @ 3.60 hrs, Volume= 0.330 af, Depth= 1.60"
Runoff b
SCS T R
y -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10 -yr Charlotte 6-hr 10-yr Rainfall=3.72"
Area (sf) CN Description
71,438 73 Woods, Fair, HSG C
11,195
19,297 98 Paved parking & roofs
80 1/2 acre lots
25% im
HSG C
,
p,
6,316 79 50-75% Grass cover, Fair, HSG C
108,246 77 Weighted Average
92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
1 min feet ft/ftft/sec cfs
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
1
1.4 84 Woods: Light underbrush n= 0.400 P2= 3.12"
0
0381 0
98
.
.
Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps

1 0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1
8 sf Perim= 4
7'
= 0
38'
.
.
r
.
n= 0.013 Concrete pipe, straight & clean
6.0 477 0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
36.2 806 Total

1

041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group, P.A. Page 34
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
r Subcatchment 2S: Pre-Off-site
Hydrograph
_ _._ _ _ _ _ _ 1 j
----------
' I I
4-
1378 - ®Runoff
' I
r
Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr
Rainfall
I ? Runoff Area=108,246 sf
Runoff Volume=0:330-af
Runoff Depth=1.60"
;Flow Length=806'
Tc=36.2 min
I
77 ...
3 CN
2
LL I 1 I
' I I
I I I I
I
1 i I ....
I I 1 I
I I
I .I I .
? I I
1 I I I
I I
r 1 I i
' I I
I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1

r
E
iJ
1

041-115 CD-BMP Charlotte 6-hr 10 yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group
P
A
,
.
. Page 37
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

Subcatchment 21S: Post-site
[49] Hint: Tc<2dt may require smaller dt
R
ff =
uno
33.41 cfs @ 3.15 hrs, Volume= 1.498 af, Depth= 2.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
Area (so CN Description
14,691 73 Woods, Fair, HSG C
188,113 98 Paved parking & roofs
6,620 87 Dirt roads, HSG C
107,528 74 >75% Grass cover, Good, HSG C
316,952 88 Weighted Average
128,839 Pervious Area
188,113 Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
' 5.0 Direct Entry, direct entry 5 minute min.
Subcatchment 21 S: Post-site
Hydrograph
I
------------ _ _ _ --------
------- - --- - - - - - - -- - - - - -
36
---
3s at os
34

Runoff
-
Charlotte 6-hr-10-qr dharlotte 6-fir-l0-yr
32
30 - r--: - --r-- :
- - - - - r - - Rainfall=3.-2"
-

- --?-
=- --?- -- --- -- --- ?---- - -Runofff-Area=-3-16x9§2-s€
28
R
¢
- - _ - - ? - - L - - _ _ - ` - - L
unof
Volurne=-1;498 of
` -
26 '
1 :.....Runoff Depth=2:47"...
24

i 22 TC Clrl71$-
-_
v 20
18

- 16 -
!. .

1
14

I
12
I
10
8 `
6 _
4 - ` - - - - -
I
_
I
2 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1

041-115 CD-BMP Charlotte 6-hr 10 yr Charlotte 6-hr 10 yr Rainfall=3
72"
.
Prepared by Design Resource Group, P.A. Page 38
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

Subcatchment 22S: Post-Off-site (rev Tc)
Runoff = 4.19 cfs @ 3.54 hrs, Volume= 0.341 af, Depth= 1.67"
Runoff b
SCS T R
20
y -
method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10 -yr Charlotte 6-hr 10-yr Rainfall=3.72"
Area (sf) CN Description
70,188 73 Woods, Fair, HSG C
11,200
2,190 98 Paved parking & roofs
98 Paved parking & roofs
19,301 80 1/2 acre lots, 25% imp, HSG C
4,130 79 50-75% Grass cover, Fair HSG C
' 107,009 78 Weighted Average
88,794 Pervious Area
18,215 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Li
ht
d
b
h
"
g
un
er
rus
n= 0.400 P2= 3.12
1.4 84 0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
' 2.0 Direct Entry, nominal time for site SD entry to pond
32.2 329 Total

1

1
041-115 CD-BMP Charlotte 6-hr 10 yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group, P.A. Page 39
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Hydrograph
1 :
' I 1 ®Runoff
a.l S CIS ? I I i : I 1
- -' _ - - - - _. - - - - Charlotte- 9-hr:10-yr- Charlotte-6-k r 10-yr-
4 Rainfalf=3.72"
I 1
Runoff Area=107,009 sf
Runoff Volume=0.341 of
Runoff 13Opth=1.67.'..
3 -
flow Length=329'
w Tc=32.2 min
CN=78
O
a 2
I I I
I 1
I
I
1 I I I I
0 2 4 6 8 10 12 14 16 18 20 T 2 24''2i6'
4 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
1
041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
' Prepared by Design Resource Group, P.A. Page 40
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 23S: Post-Release
(49] Hint: Tc<2dt may require smaller dt
Runoff = 3.06 cfs @ 3.16 hrs, Volume= 0.135 of Depth= 1.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"

' Area (sf)
4
627 CN
73 Description
Woods
Fa
HSG C
, ,
ir,
1,229 73 Woods, Fair, HSG C
1,172 98 Paved parking & roofs
' 348 98 Paved parking & roofs
3,161 89 Gravel roads, HSG C
21,141 79 50-75% Grass cover, Fair, HSG C
2,865 79 50-75% Grass cover, Fair, HSG C
4,529 79 50-75% Grass cover Fair HSG C
39,072 80 Weighted Average
37,552 Pervious Area
' 1,520 Impervious Area
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft ) (ft/sec) (cfs)
5.0 Direct Entry, minimum
' Subcatchment 23S: Post-Release
1

1 2 -

3
o
LL
1

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
1 _
® Runoff

041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
' Prepared by Design Resource Group, P.A. Page 43
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P: WQ and Detention BMP
Inflow Area = 9.733 ac, Inflow Depth = 2.27" for Charlotte 6-hr 10-yr event
Inflow 34.28 cfs @ 3.15 hrs, Volume= 1.839 of
Outflow 13.25 cfs @ 3.43 hrs, Volume= 1.552 af, Atten= 61 %, Lag= 16.8 min
Primary = 13.25 cfs @ 3.43 hrs, Volume= 1.552 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 28.80'@ 3.43 hrs Surf.Area= 18,322 sf Storage= 38,563 cf
1 Plug-Flow detention time= 312.5 min calculated for 1.550 of (84% of inflow)
Center-of-Mass det. time= 299.9 min ( 514.3 - 214.5 )
' Volume Invert Avail.Storage Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
18.00 4,099 263.2 0.0 0 0 4,099
' 19.00 4,652 279.8 0.0 0 0 4,866
20.00 5,238 297.0 0.0 0 0 5,706
21.00 5,923 354.8 0.0 0 0 8,722
22.00 6,698 405.1 0.0 0 0 11,787
23.00 7,574 453.1 0.0 0 0 15,094
24.00 8,551 502.2 0.0 0 0 18,857
25.00 9,605 550.0 0.0 0 0 22,893
26.00 10,782 595.1 0.0 0 0 27,043
26.50 13,544 610.0 0.0 0 0 28,503
27.00 16,064 675.0 100.0 7,393 7,393 35,158
' 28.00 17,476 572.6 100.0 16,765 24,158 45,343
29.00 18,530 584.6 100.0 18,000 42,159 46,590
30.00 21,640 600.3 100.0 20,065 62,223 48,185
Device Routing Invert Outlet Devices
#1 Primary 18.12' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 17.00' S= 0.0160'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0.600
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
' #4 Device 1 28.44' 5.50'W x 0.25'H Vert. Orifice/Grate X 4.00 C= 0.600
#5 Device 1 29.58' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=13.23 cfs @ 3.43 hrs HW=28.80' (Free Discharge)
t-1=Culvert (Passes 13.23 cfs of 47.07 cfs potential flow)2=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.20 fps)
3=Orifice/Grate (Orifice Controls 0.35 cfs @ 4.99 fps)
=Orifice/Grate (Orifice Controls 12.77 cfs @ 2.32 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

1
041-115 CD-BMP Charlotte 6-hr 10-yr Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by Design Resource Group, P.A. Page 44
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
1

1

1
i
Drainage Study for 041-115
' LJNCC - Campus Corners 11/6/2008
Chapter 3 - Hydrologic Analysis
' 3.5.5 - Charlotte - 25 Year, 6-Hour Storm Analysis
i
1
Prepared By:
Design Resource Group, P.A.
041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Prepared by Design Resource Group, P.A. Page 74
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 1S: Pre-site
Runoff = 18.48 cfs @ 3.44 hrs, Volume= 1.339 af, Depth= 1.97"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Area (sf) CN Description
284,752 73 Woods, Fair, HSG C
' 6,447 98 Paved parking & roofs
1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair, HSG C
354,840 75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
7.7 572 0.0610 1.23 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
25.6 772 Total
Subcatchment 1S: Pre-site
r Hydrograph
I 1 ,
i 1 F i 1 -- --- _ -- - - --
20 18" s - - E Runoff
19
16 Chariotfe-lir 25-yf Charlotte 6-17 =yr
- --
17 •: I I , Rainfali=4.40"
-?- ---?__r_ -- - -- _F -- Runoff Area=354,840 sf
- ---
15 Runoff Volume 1 339 of
14
_ ; ,.. _ ._ ,.. - ,_ ;. ,. _ .. _ , ;..._ Runoff. Depth;.°1 ?7•,_
1
3 fFJow-Length=772'_.
12
.....
Ta- 25.
11 6'
CNi5_.
r-. - ... r
r- 7...._
10
--------------
LL 9
8 1 - r - - - - - - - - - r - - - - -
r--------r--r- ------------ I
r ---- r - - r-----r-----r--r--r--
-r-- r - - _
1 5 -
4
i
3
2
PER;
0
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Prepared by Design Resource Group, P.A. Page 75
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 2S: Pre-Off-site
Runoff = 5.05 cfs @ 3.59 hrs, Volume= 0.441 af, Depth= 2.1.3"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Area (sf) CN Description
71,438 73 Woods, Fair, HSG C
11,195 98 Paved parking & roofs
19,297 80 1/2 acre lots, 25% imp, HSG C
6,316 79 50-75% Grass cover Fair, HSG C
108,246 77 Weighted Average
92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3
12"
1.4 84 0.0381 0.98 .
Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
6.0 477 0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
36.2 806 Total
F-11
041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Prepared by Design Resource Group, P.A. Page 76
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 2S: Pre-Off-site
Hydrograph
III Runoff
5 Charlotte 6-hr 25-yr Charlotte 6-hr 26-yr
' RaihfaI1=4.40"
' Runoff Area=108,246 sf
'
- ?--- ---. ? -------- ----- - -,- -Ruh-otf norvrrre=0.44i -
at-4 RUnoff Depth=2.13"
;Flow Length=806'
C =36-Z min
3 CN=77
0
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
' Time (hours)
1

1
041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Prepared by Design Resource Group, P.A. Page 79
ydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 21S: Post-site
[49] Hint: Tc<2dt may require smaller dt
Runoff = 41.08 cfs @ 3.15 hrs, Volume= 1.881 af, Depth= 3.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Area (so CN Description

14,691 73 Woods, Fair, HSG C
188,113 98 Paved parking & roofs
6,620 87 Dirt roads, HSG C
' 107,528 74 >75% Grass cover, Good HSG C
316,952 88 Weighted Average
128,839 Pervious Area
' 188,113 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct entry 5 minute min.
Subcatchment 21S: Post-site
Hydrograph
46 ---- -' - - -
44

42
4? I
-- _ _ . L _
®Runoff

40 L
;..... r .... ; ;. _ : Charlotte h-hr 25 yr Gharfotfe 6-hr _25-ye
_ ...

38

36

34 r.._ _. , _

in 1=4.40"

RunoffArea..316.9.52. sf_

32
- Runoff Volume=1.881. of
-
30 --Rpnoff-Depthi=3.1-W-
26
26 min
8...
CN

24
8
- - -
22
r

tL 20
.. - r •

I
L
-
18 - - _ .. . ..... ..... .
- ...L .. --_I
'-- - -'--
I

16 _ _. _ .-
-- - - -- -
14 -- - - - L
- -

12

10
'
_ - - -
------------ '-- -- ------
1 I-- _ --
r - --I -- -- --
1 I I I
8 L_ _ L
... .. ,. ... _- __ _. _.. _.. __ F. ... _. ,.
4

2 - r- -
-.---r--r--.- .-- r- - -- - --
I
0 ..
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

' 041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Prepared by Design Resource Group
P
A
,
.
. Page 80
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
r Subcatchment 22S: Post-Off-site (rev Tc)
Runoff = 5.56 cfs @ 3.53 hrs, Volume= 0.453 af, Depth= 2.21"
R
ff
uno
by SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 25 -yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Areas CN Description
70,188 73 Woods, Fair, HSG C
11,200 98 Paved parking & roofs
' 2,190 98 Paved parking & roofs
19,301 80 1/2 acre lots, 25% imp, HSG C
4,130 79 50-75% Grass cover, Fair, HSG C
' 107,009 78 Weighted Average
88,794 Pervious Area
18,215 Impervious Area
' Tc L
th Sl
eng ope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3.12"
1.4 84 0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
' 0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
' 2.0 Direct Entry, nominal time for site SD entry to pond
32.2 329 Total
1
1
1
1

041-115 CD-BMP Charlotte 6-hr 25 yr Charlotte 6-hr 25-yr Rainfall=4.40"
' Prepared by Design Resource Group
P
A
P
81
,
.
.
age
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

Subcatchment 22S: Post-Off-site (rev Tc)
Hydrograph

6 . _. _. L.
?
? .. - t -- _.._. _ _._ ... :. _. _.... -_ __ - ._ ._
I I I I
I I I , ,

® Runoff
5.56'cfs t t i
Charlotte 9-hr: 25-yr Charlotte 6-hr 25-yr
j

'
5- -- -x - -r -r --- -- r - ---I--
- - - - -I- - - -RairrfaN 4.40!--

Runoff Area=107,009 sf
Runoff Volume=0.453 of
- ;- Runoff Doh
pt-2:2V
4 ;Flow Length=329'
I
I I ? I
Tc=32.2 min
CN=78
...
3-
.2
LL

I I I I
2
? i I I
I I ?

1 I I I I I
? I I I I
? I ? I I

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

' 041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Prepared by Design Resource Group, P.A. Page 82
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
' Subcatchment 23S: Post-Release
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.96 cfs @ 3.15 hrs, Volume= 0.178 af, Depth= 2.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Area (sf) CN Description
' 4,627 73 Woods, Fair, HSG C
1,229 73 Woods, Fair, HSG C
1,172 98 Paved parking & roofs
348 98 Paved parking & roofs
3,161 89 Gravel roads, HSG C
21,141 79 50-75% Grass cover, Fair, HSG C
2,865 79 50-75% Grass cover, Fair, HSG C
4,529 79 50-75% Grass cover, Fair, HSG C
39,072 80 Weighted Average
37,552 Pervious Area
' 1,520 Impervious Area

' Tc Length
(min) (feet) Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, minimum
' Subcatchment 23S: Post-Release
Hydrograph

' 041-115 CD-BMP Charlotte 6-hr 25 yr Charlotte 6-hr 25-yr Rainfall=4.40"
Prepared by Design Resource Group, P.A. Page 85
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P: WQ and Detention BMP
Inflow Area = 9.733 ac, Inflow Depth = 2.88" for Charlotte 6-hr 25-yr event
' Inflow _ 42.41 cfs @ 3.15 hrs, Volume= 2.334 of
Outflow 19.46 cfs @ 3.37 hrs, Volume= 2.047 af, Atten= 54%, Lag= 13.3 min
Primary = 19.46 cfs @ 3.37 hrs, Volume= 2.047 of
' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 29.08'@ 3.37 hrs Surf.Area= 18,774 sf Storage= 43,675 cf
' Plug-Flow detention time= 241.9 min calculated for 2.043 of (88% of inflow)
Center-of-Mass det. time= 231.8 min ( 444.8 - 213.0 )
' Volume Invert Avail.Storage Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
' Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq ft)
18.00 4,099 263.2 0.0 0 0 4,099
19.00 4,652 279.8 0.0 0 0 4,866
20.00 5,238 297.0 0.0 0 0 5,706
21.00 5,923 354.8 0.0 0 0 8,722
22.00 6,698 405.1 0.0 0 0 11,787
23.00 7,574 453.1 0.0 0 0 15,094
24.00 8,551 502.2 0.0 0 0 18,857
25.00 9,605 550.0 0.0 0 0 22,893
' 26.00 10,782 595.1 0.0 0 0 27,043
26.50 13,544 610.0 0.0 0 0 28,503
27.00 16,064 675.0 100.0 7,393 7,393 35,158
' 28.00 17,476 572.6 100.0 16,765 24,158 45,343
29.00 18,530 584.6 100.0 18,000 42,159 46,590
30.00 21,640 600.3 100.0 20,065 62,223 48,185
' Device Routine Invert Outlet Devices
#1 Primary 18.12' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 17.00' S=0.0160'/' Cc= 0.900
' n=0.012 Concrete pipe, finished
#2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0.600
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
' #4 Device 1 28.44' 5.50'W x 0.25'H Vert. Orifice/Grate X 4.00 C= 0.600
#5 Device 1 29.58' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=19.40 cfs @ 3.37 hrs HW=29.08' (Free Discharge)
L-1=Culvert (Passes 19.40 cfs of 47.73 cfs potential flow)
' 2=0rifice/Grate (Orifice Controls 0.11 cfs @ 7.63 fps)
3=Orifice/Grate (Orifice Controls 0.39 cfs @ 5.59 fps)
=Orifice/Grate (Orifice Controls 18.90 cfs @ 3.44 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
1

041-115 CD-BMP Charlotte 6-hr 25-yr Charlotte 6-hr 25-yr Rainfall=4.40"
Prepared by Design Resource Group, P.A. Page 86
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
r Pond 20P: WQ and Detention BMP
Hydrograph

i .
42
41
r Inflow
46 .
?
s _ __
- - - - - - - - - -' - - -
® Primary
44
42 -- -- --- --- : ---------
inflawrea=9.73-
.
_
1 38 4 .,_ . _.
Peak=Elev=X9:03'
36
34
- 43675

32 Cf ...
Storage
--
30 - -
- -- - -

..28
- -------- -- - -
-
-- - -
26 - --------- ------ - -- -- -------- ---
f

24
O 22
LL 20 - - - - - - - - - - - - - -

1 946.ds -?_ _ _ - - - - - - - -
-- - -- - -- - - -- -- ---
18
16
14 r-
12 - -- -- - -- - -

10 -

6 ______ __
- - - - -
2
0

0 2 4 6 8 10 12 14 16 ... ...........
18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

0

Drainage Study for
' UNCC - Campus Corners
1

1
1
1

Chapter 3 - Hydrologic Analysis
3.5.6 - Charlotte - 50 Year, 6-Hour Storm Analysis
041-115
11/6/2008
' Prepared By:
Design Resource Group, P.A.

041-115 CD-BMP Charlotte 6-hr 50 yr Charlotte 6-hr 50 yr Rainfall=4.92"
Prepared by Design Resource Group, P.A. Page 88
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment IS: Pre-site

' Runoff = 22.05 cfs @ 3.44 hrs, Volume= 1.619 af, Depth= 2.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt-
- 0.08 hrs
Charlotte 6-hr 50-yr Charlotte 6-hr 50-yr Rainfall=4.92"
'
Areas CN Description
284,752 73 Woods, Fair, HSG C
' 6,447 98 Paved parking & roofs
1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair, HSG C
354
840 75 Wei
hted Avera
,
g
ge
348,393 Pervious Area
6,447 Impervious Area

Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft ) (ft/sec) (cfs)
' 17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3
12"
7.7 .
572 0.0610 1.23 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
25.6 772 Total
' Subcatchment IS: Pre-site
Hydrograph

4
- --------
--r--- - r-- -----r-r- _r-- -- - - -
-----------
-? - - -- -
-- --

23
z2.os 1-_ _. '-- I- - - - _ _ ._ _- - --

-
--

®Runoff
22
21 -
- r - - - r - r - r Charlotte 6-hr-50-yr Charlotte 6-fir-50-yr-
20 Rainfall=4.92"
18 - ;.. -.. _ ... ;. _ _
Runoff Area 354;840 sf
'
17 _ _
-' - - - - -Runoff Molume 1;619 af_
16
.
- - - r - - - r -
-

'
1s
14
w r
- - - - r - - - - - r
- _ 1 - Flow Ln6 772
- -- -- - - - ?-
F Z
- -
13 >`
-
C rr11n_
' I

12 CN=75
o
10
1 .
F

9 -
. I
8 -
-
--
r
, --r- -- - -- -r----- -- ---

3 -- - -- r -- -'--- - --- - --
-- - -
1 I I 1 i , i-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1

' 041-115 C D-BM P Charlotte 6-hr 50-yr Charlotte 6-hr 50-yr Rainfal1=4.92"
Prepared by Design Resource Group, P.A. Page 89
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 2S: Pre-Off-site
Runoff = 5.99 cfs @ 3.58 hrs, Volume= 0.529 af, Depth= 2.56"
Runoff by SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 50 -yr Charlotte 6-hr 50-yr Rainfall=4.92"

Areas CN Description
71,438 73 Woods, Fair, HSG C
11,195 98 Paved parking & roofs
19,297 80 1/2 acre lots, 25% imp, HSG C
6,316 79 50-75% Grass cover, Fair, HSG C
108,246 77 Weighted Average
92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)

' 28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0
400 P2= 3
"
1.4 84 .
.12
0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
6.0 477 0.0694 1.32 Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
36.2 806 Total

1
1

u
1
' 041-115 CD-BMP Charlotte 6-hr 50-yr Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by Design Resource Group, P.A. Page 90
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008

6
' 4
h
w

3 --
0

LL 3 .

2
1

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
I Time (hours)
7
J
?J

1

r

1 041-115 CD-BMP Charlotte 6-hr 50-yr Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by Design Resource Group, P.A. Page 93
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 21 S: Post-site
[49] Hint: Tc<2dt may require smaller dt
Runoff = 46.41 cfs @ 3.14 hrs, Volume= 2.179 af, Depth= 3.59"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 50-yr Charlotte 6-hr 50-yr Rainfall=4.92"
Area (sf) CN Description
14,691 73 Woods, Fair, HSG C
188,113 98 Paved parking & roofs
6,620
107,528 87 Dirt roads, HSG C
74 >75% Grass cover, Good HSG C
316,952 88 Weighted Average
128,839
188,113 Pervious Area
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct entry 5 minute min.
Subcatchment 21 S: Post-site
Hydrograph

50

48

s -------------

- --r -r - r r
- _ - - _ _ _ Runoff
46 -Charlotte 6-hr 50 yr Charlotte 64hr-50 yr.
-

44
42

40
38
36
sa '.. ._ _.L ... ._ ?.. _. .-

_ f2ainfal{ 4.92"
- .:....._ -..._ . - r...._ ... - - - -
Runoff Area-316,952. sf
- - - - - - - - L -Rpnofif Volume=-2.-.17S of

7 -----------------
32
Ol 30
- in-
- ,- ,?- -
CN 8$..
26
0 24
U. 22
20

-

,
- -' - -
r- - r__r -- - r r

?;..
- - - --
I I I '
16 , I I I
16 '

12
10
---
- 1-- -- -- 1 - -
r r -- r-- r
--
$ - - -- -r--r -- --r--r--------------r-------------------r-- ------._----
p
6 - 1 1 I --------------------------------

2
4 - ----- ?- - - - --
? ?-- -
- -- - -
1
0 2 4 6 '
.
8 10 1
2 14 16 18 20 22 24 26 i8-i6-32-34-36-3"8'
8 30 32 34 36 38 40 42 44 46 48
Time (hours)

' 041-115 CD-BMP Charlotte 6-hr 50 yr Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by Design Resource Grou
P
A
p,
.
. Page 94
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Runoff = 6.56 cfs @ 3.52 hrs, Volume= 0.541 af, Depth= 2.64"
Runoff by SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 50 -yr Charlotte 6-hr 50-yr Rainfall=4.92"

Area (so CN Description
70,188 73 Woods, Fair, HSG C
11,200 98 Paved parking & roofs
2,190 98 Paved parking & roofs
19,301 80 1/2 acre lots, 25% imp, HSG C
4,130 79 50-75% Grass cover, Fair, HSG C
107
009 78 Weighted Avera
e
, g
88,794 Pervious Area
18,215 Impervious Area
T
L
c
ength Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0.400 P2= 3
12"
1.4 84 .
0.0381 0.98 Shallow Concentrated Flow, shallow to culvert
Woodland Kv= 5.0 fps
0.1 45 0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, straight & clean
2.0 Direct Entry, nominal time for site SD entry to and
32.2 329 Total

1

1

1
I
I

041-115 CD-BMP Charlotte 6-hr 50 yr Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by Design Resource Group, P.A. Page 99
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P: WQ and Detention BMP
Inflow Area 9.733 ac, Inflow Depth = 3.35" for Charlotte 6-hr 50-yr event
Inflow 48.13 cfs @ 3.15 hrs, Volume= 2.720 of
Outflow = 23.60 cfs @ 3.35 hrs, Volume= 2.433 af, Atten= 51 %, Lag= 12.0 min
Primary = 23.60 cfs @ 3.35 hrs, Volume= 2.433 of

Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 29.33'@ 3.35 hrs Surf.Area= 19,517 sf Storage= 48,356 cf
Plug-Flow detention time= 211.2 min calculated for 2.433 of (89% of inflow)
Center-of-Mass det. time= 198.6 min ( 411.0 - 212.4 )
I Volume Invert Avail.Storage Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq ft)
18.00 4,099 263.2 0.0 0 0 4
099
19.00 4,652 279.8 0.0 0 0 ,
4,866
20.00 5,238 297.0 0.0 0 0 5,706
21.00 5,923 354.8 0.0 0 0 8,722
22.00 6,698 405.1 0.0 0 0 11,787
23.00 7,574 453.1 0.0 0 0 15,094
24.00 8,551 502.2 0.0 0 0 18,857
25.00 9,605 550.0 0.0 0 0 22,893
26.00 10,782 595.1 0.0 0 0 27,043
26.50 13,544 610.0 0.0 0 0 28,503
27.00 16,064 675.0 100.0 7,393 7,393 35,158
28.00 17,476 572.6 100.0 16,765 24,158 45,343
29.00 18,530 584.6 100.0 18,000 42,159 46,590
30.00 21,640 600.3 100.0 20,065 62,223 48,185
Device Routing Invert Outlet Devices
#1 Primary 18.12' 24.0" x 70.0' long Culvert RCP, square edge headwall , Ke= 0.500
Outlet Invert= 17.00' S=0.0160'/' Cc= 0.900
n= 0.012 Concrete pipe
finished
,
#2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0.600
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
#4 Device 1 28.44' 5.50'W x 0.25'H Vert. Orifice/Grate X 4.00 C= 0.600
#5 Device 1 29.58' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=23.54 cfs @ 3.35 hrs HW=29.32' (Free Discharge)
t
_1 =Culvert (Passes 23.54 cfs of 48.31 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.11 cfs @ 7.99 fps)
3=Orifice/Grate (Orifice Controls 0.43 cfs @ 6.07 fps)
=Orifice/Grate (Orifice Controls 23.00 cfs @ 4.18 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
n
Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

Chapter 3 - Hydrologic Analysis
3.5.7 - Charlotte -100 Year, 6-Hour Storm Analysis
1

1
I

1
Prepared By:
Design Resource Group, P.A.
041-115 CD-BMP Charlotte 6-hr 100 yr Charlotte 6-hr 100-yr Rainfall=5.40"
Prepared by Design Resource Group, P.A. Page 46
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment IS: Pre-site
Runoff = 25.86 cfs @ 3.35 hrs, Volume= 1.885 af, Depth= 2.78"
Runoff by SCS TR-20 method, UH=SCS; Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 100-yr Charlotte 6-hr 100-yr Rainfall=5.40"
Area so CN Description
284,752 73 Woods, Fair, HSG C
6,447 98 Paved parking & roofs
1,786 87 Dirt roads, HSG C
3,180 89 Gravel roads, HSG C
58,675 79 50-75% Grass cover, Fair, HSG C
354,840 75 Weighted Average
348,393 Pervious Area
6,447 Impervious Area
Tc . Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.9 200 0.1300 0.19 Sheet Flow, sheet for 200'

7.7
572
0.0610
1.23 Woods: Light underbrush n= 0.400 P2= 3.12"
Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5.0 fps
25.6 772 Total
Subcatchment IS: Pre-site
Hydrograph
F
-:
28 _I
i - - -
25
26
_
Ctarlgtte 6-hr 00 ; 1yr Gharlotte:6 hr 100-yr
-r- - - r -
-

2a r
- - r-- ----r - -
-^ -- --'Ra15nfall=5.40"-
22 .... i.. Runoff Area=354;840 sf
'
- -
- - - - ' - Run¢ff Volume-1.885 of
---
20 _ runoff Depth=2.78"-

18 _ Flow Length-772'
Tc=25
-- --- - --?-- - --- ----
6 min
_

16 .
-- --- - -
---
- --- --
- - - - -
=
CN
75
0 14
I
12
10 I I I I -
i
8 7--
q

q --- - --

2 r
- r--r--r--r----r--r--r--r--°--------
I I 1 ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

041-115 CD-BMP Charlotte 6-hr 100 yr Charlotte 6-hr 100-yr Rainfall=5
40"
.
Prepared by Design Resource Group, P.A. Page 47
HydroCADO 8.00 s/n 003942 © 2006 HvdroCAD Software Solutions LLC 10/28/2008
Subcatchment 2S: Pre-Off-site
Runoff = 6.98 cfs @ 3.49 hrs, Volume= 0.613 af, Depth= 2.96"
Runoff by SCS T R-20 method UH=SCS Time Span= 0.00-48.00 hrs
dt-
- 0.08 hrs
Charlotte 6-hr 10 ,
0-yr Charlotte 6-hr 100-yr Rainfall=5.40"

Areas CN Description
71,438 73 Woods, Fair, HSG C
11,195 98 Paved parking & roofs
19,297 80 1/2 acre lots, 25% imp, HSG C
. 6,316 79 50-75% Grass cover, Fair, HSG C
108,246 77 Weighted Average
' 92,227 Pervious Area
16,019 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)

' 28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'
Woods: Light underbrush n= 0
400 P2= 3
12"
1.4 84 .
.
0
0381 0
98
.
.
Shallow Concentrated Flow, shallow to culvert

0.1 45 Woodland Kv= 5.0 fps
0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'

6.0 477 n= 0.013 . Concrete pipe, straight & clean
0
0694 1
32
.
.
Shallow Concentrated Flow, shallow to site outlet
Woodland Kv= 5
0 f
s
36.2 806 .
p
Total

1

r
041-115 CD-BMP Charlotte 6-hr 100 yr Charlotte 6-hr 100 yr Rainfall=5.40"
Prepared by Design Resource Group, P.A. Page 51
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 21 S: Post-site
[49] Hint: Tc<2dt may require smaller dt
Runoff = 52.99 cfs @ 3.06 hrs, Volume= 2.456 af, Depth= 4.05"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 100-yr Charlotte 6-hr 100-yr Rainfall=5.40"
Area (sf) CN Description
14,691 73 Woods, Fair, HSG C
188,113 98 Paved parking & roofs
6,620 87 Dirt roads, HSG C
107,528 74 >75% Grass cover Good, HSG C
316,952 88 Weighted Average
128,839 Pervious Area
188,113 Impervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft ) (ft/sec) (cfs)
5.0 Direct Entry, direct entry 5 minute min.
Subcatchment 21S: Post-site
Hydrograph
1

r
55 52

I ,

,

Runoff

x,
- -
I I
Gharl6tte._6-hr 700 yr dh.arlotte 6 hr_10.0-yr.
50 Rainfall=5.40"

r
45

'

I 1 Runoff Area' 314.952 sf

Runoff Volume-2.456 of
40 -Runoff Depth=4.05.x_.

_ Tc=5.0 min
,. 35 1

I I
RCN8
8:.
-

30
3 ----------------- --

I - -
--------------

r LL
25

i I r -

-

20
r
1 I
I I -
r
- -- ---
!
I I
10-

5 1 I
-.
L
I - - - - L - - - ' - - - -
- - - -
11 II

- - L - - - - ` - - ` - -
r 0 1 I I

r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
Time (hours) 38 40 42 44 46 48

041-115 CD-BMP Charlotte 6-hr 100-yr Charlotte 6-hr 100 yr Rainfall=5.40"
Prepared by Design Resource Grou
P
A
p,
.
. Page 52
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Runoff =
R
ff b 7.61 cfs @ 3.44 hrs, Volume= 0.625 af, Depth= 3.05"
uno
y SCS T R-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 10 0-yr Charlotte 6-hr 100-yr Rainfall=5.40"
Area (so CN Description
70,188 73 Woods, Fair, HSG C
11,200 98 Paved parking & roofs
2,190 98 Paved parking & roofs
19,301 80 112 acre lots, 25% imp, HSG C
4 130 79 50-75% Grass cover Fair, HSG C
107,009 78 Weighted Average
88,794 Pervious Area
18,215 Impervious Area
Tc Len
th Sl
g ope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.7 200 0.0400 0.12 Sheet Flow, sheet for 200'

1.4 84 Woods: Light underbrush n= 0.400 P2= 3.12"
0.0381 0.98 Shallow Concentrated Flow, shallow to culvert

0.1 45 Woodland Kv= 5.0 fps
0.0356 11.22 19.82 Circular Channel (pipe), 18" culvert
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'

2
0 n= 0.013 Concrete pipe, straight & clean
. Direct Entry, nominal time for site SD entry to and
32.2 329 Total
L
1
1

1
1

[1
041-115 CD-BMP Charlotte 6-hr 100 yr Charlotte 6-hr 100 yr Rainfall=5.40"
Prepared by Design Resource Group, P.A. Page 53
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 22S: Post-Off-site (rev Tc)
Hydrograph
8 I I

zsi ors I ? I
Runoff
1 I
Charlotte 6-hr 100-yr Charlotte '6-hr 106-yr
Rainfall=5:40-'
Runoff Area=107 009 sf

I I
... Run.Off..V ..lume.=U.62.$_af..
6 f unoff Depth=3.05"

5 _ Flow Length=329'

I I I ?
TC=32.2 min
;CN=78

o 4
I
------------
1
3 I _ I I I - _
1
1

2 I I 1 1
, I I

I ,
i I I
I I I
I I I I 1 I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

1

1

1

041-115 CD-BMP Charlotte 6-hr 900-yr Charlotte 6-hr 100-yr Rainfall=5.40"
Prepared by Design Resource Group, P.A. Page 54
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Subcatchment 23S: Post-Release
(49] Hint: Tc<2dt may require smaller dt
Runoff = 5.38 cfs @ 3.07 hrs, Volume= 0.243 of Depth=
3.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Charlotte 6-hr 100-yr Charlotte 6-hr 100-yr Rainfall=5.40"
Area (sf) CN Description
4,627 73 Woods, Fair, HSG C
1,229 73 Woods, Fair, HSG C
1,172 98 Paved parking & roofs
348 98 Paved parking & roofs
3,161 89 Gravel roads, HSG C
21,141 79 50-75% Grass cover, Fair, HSG C
2,865 79 50-75% Grass cover, Fair, HSG C
4,529 79 50-75% Grass cover Fair HSG C
39,072 80 Weighted Average
37,552 Pervious Area
1,520 Impervious Area

1 Tc
min Length
(feet) Slope Velocity Capacity Description
(ft/ft) (fUsec) (cfs)
5.0 Direct Entry, minimum
Subcatchment 23S: Post-Release
Hydrograph
6
I
, L. -
I I ,
s3s ofs , ?
I I I ®Runoff

- :
Charlotte 6-hr 100=yr Charlotte 6 hr 100 yr
I
Rainfall=5 40....
.:

r

I I
RuhoffArea=39,072 sf
I ' '

Runoff Volume=0.243 of
I i I
Runoff Depth=3:24"
TC=5.0 min

W
I RCN=80
; ' I I

3 3
»?
I I I
1 i I I _....
I
o

I
I
I ,
I
I ' I

1 I :
I ? I

^
I

I I
, ? I
I
I I ' I
I
0 2 4 6 8 10 12 14 1,6 1`8-2"O 22 2.'4..2'6 28 30 32 34 36 38 40 42 44 46 48
' Time (hours)

041-115 CD-BMP Charlotte 6-hr 900-yr Charlotte 6-hr 900-yr Rainfall=5.40"
Prepared by Design Resource Group, P.A. Page 57
HydroCAD® 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P: WQ and Detention BMP
Inflow Area = 9.733 ac, Inflow Depth = 3.80" for Charlotte 6-hr 100-yr event
Inflow _ 55.02 cfs @ 3.06 hrs, Volume= 3.081 of
Outflow - 26.66 cfs @ 3.26 hrs, Volume= 2.794 af, Atten= 52%, Lag= 12.0 min
Primary = 26.66 cfs @ 3.26 hrs, Volume= 2.794 of
Ro
ti
b
St
I
u
ng
y
or-
nd method, Time Span= 0.00-48.00 hrs, dt= 0.08 hrs
Peak Elev= 29.54'@ 3.26 hrs Surf.Area= 20,170 sf Storage= 52,546 cf
Plug-Flow detention time= 184.1 min calculated for 2.789 of (91 % of inflow)
Center-of-Mass det. time= 176.2 min ( 383.9 - 207.6 )
Volume Invert Avail.Storage Storage Description
#1 18.00' 62,223 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet
Area
feet (sq-ft) (feet) (%) (cubic-feet) (cubic feet) .
(sq ft)
18.00 4,099 263.2 0.0 0 0 4
099
19.00 4,652 279.8 0.0 0 0 ,
4
866
20.00 5,238 297.0 0.0 0 0 ,
5
706
21.00 5,923 354.8 0.0 0 0 ,
8
722
22.00 6,698 405.1 0.0 0 0
23.00 7
574 453
1 0
0 ,
11,787
,
.
.
0 0 15
094
24.00 8,551 502.2 0.0 0 0 ,
18
857
25.00 9,605 550.0 0.0 0 0 ,
22,893
26.00 10,782 595.1 0.0 0 0 27
043
26.50 13,544 610.0 0.0 0 0 ,
28
503
27.00 16,064 675.0 100.0 7,393 7,393 ,
35
158
28.00 17,476 572.6 100.0 16,765 24,158 ,
45
343
29.00 18,530 584.6 100.0 18,000 42,159 ,
46
590
30.00 21,640 600.3 100.0 20,065 62,223 ,
48,185
Device Routing Invert Outlet Devices
#1 Primary 18.12' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 17.00' S=0.01607' Cc= 0.900
n=0.012 Concrete pipe
finished
,
#2 Device 1 26.50' 1.6" Vert. Orifice/Grate C= 0.600
#3 Device 1 27.58' 3.6" Vert. Orifice/Grate C= 0.600
#4 Device 1 28.44' 5.50'W x 0.25H Vert. Orifice/Grate X 4.00 C= 0
600
.
#5 Device 1 29.58' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=26.57 cfs @ 3.26 hrs HW=29.53' (Free Discharge)
t - =Culv
t
P
er
(
asses 26.57 cfs of 48.81 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.12 cfs @ 8.29 fps)
3=O
if
/G
r
ice
rate (Orifice Controls 0.46 cfs @ 6.46 fps)
=Orifice/Grate (Orifice Controls 26.00 cfs @ 4.73 fps)
=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

041-115 CD-BMP
Prepared by Desi
n Re Charlotte 6-hr 100-yr Charlotte 6-hr 100-yr Rainfall=5.40"
sour
G
P
g
ce
roup,
.A. Page 58
HydroCADO 8.00 s/n 003942 © 2006 HydroCAD Software Solutions LLC 10/28/2008
Pond 20P: WQ and Detention BMP
Hydrograph
60 5:o2ue - - - - - - - ® Inflow
- - - - - , - ® Primary
55
Inflow. Area=9.133 a.c _

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12 14 16 18 20 22 24 26 28 30 32 34 i6"3'8 40 42 44 46 48
Time (hours)

Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

r
1
Chapter 3 - Hydrologic Analysis
3.5.8 - Water Balance Analysis
Prepared By:
Design Resource Group, P.A.
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Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

Chapter 3 - Hydrologic Analysis
3.6 - Forebay Weir and Berm Design

' Prepared By:
Design Resource Group, P.A.
1
1
t
1
1
1
1
1
1
1
1
1
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1
1
1
2 YEAR FLOW
WIDTH RIP RAP BERM
1 "-0" AND WEIR
H
TOP OF BERM
PERMANENT POOL
TOP OF WEIR
WEIR DETAIL
Forebay #1 - Weir Design
2-yr Design Flow, cfs =
9.42
Q=C*L*Hjlz
Weir Length (ft) = 20.0
Weir coeff. (Gravel crest), C= 3.0
Head (ft)= 0.29
Design driving head (ft)= 0.5
Crest Elev.= 626.50
Minimum 6" freeboard, top of berm elev. = 627.50
Forebay #2 - Weir Design
2-yr Design Flow, cfs =
9.42
Q=C*L*H 9
Weir Length (ft) = 20.0
Weir coeff. (Gravel crest), C= 3.0
Head (ft)= 0.00
Design driving head (ft)= 0.5
Crest Elev.= 626.50
Minimum 6" freeboard, top of berm elev. = 627.50
Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008

1

t
Chapter 3 - Hydrologic Analysis
3.7 - BMP Riser Buoyancy Calculation
1
1
1

1
1
1
' Prepared By:
Design Resource Group, P.A.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Density of Water (Ib/ft) 62.4
Density of Concrete (Ib/ft 3) 150
Design Information
Top of Box Elevation 729.56
Bottom of Box Elevation 718.00
Inside Width (ft.) 6.0
Inside Length (ft.) 6.0
Wall Thickness (ft.) 0.5
Max Pool Elevation 729.51
Perm Pool Elevation 726.5
Lowest Inlet Elevation 726.5
Lowest Outlet Elevation 718.12
Void Height (Max Pool-Low Outlet) 11.39 (Controls)
Void Height (Perm Pool-Bottom of Box) 8.5
Reauired Weight to Avoid Buovancv
Void Vol = (W intXLintXHint)
Void Vol (CO 410.04
Wt Void = Void Volume x d water
Wt Void Vol (Ib) 25586.5
Required Weight (lb.) (+I0%) 28145
Actual Weight of the BMP Structure
Wt Conc (Sidewalls Only) 22542
Wt Conc (6" Slab) Top* 0
*-No Concrete Top for this Structure
Wt 6"Oversized Slab Bottom 9600
Actual Weight (Ib.) 32142
OK
Drainage Study for 041-115
' UNCC - Campus Corners 11/6/2008
1
1
1
1
1
Chapter 3 - Hydrologic Analysis
3.8 - Summary of Controls Provided

1
1

1
1
' Prepared By,
Design Resource Group, P.A.
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Drainage Study for 041-115
' UNCC - Campus Corners 11/6/2008

f

Chapter 4 - Storm Drain Hydraulic Analysis

r

Prepared By:
' Design Resource Group, P.A.

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Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008
1
1

Chapter 5 - Erosion Control Calculations
5.1- Rip Rap Design
r
1
r

11

Prepared By:
1 Design Resource Group, P.A.

Appendices
4
3
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3 5 10 20 50 100 200 500
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A
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Appendices

3
Curves may not be extrapolated.
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Drainage Study for
L NCC - Campus Corners

1
1
1
1
Chapter 5 - Erosion Control Calculations
5.2 -Skimmer Sediment Basin Calculations

1
Prepared By:
Design Resource Group, P.A.
041-115
11/6/2008
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Drainage Study for 041-115
UNCC - Campus Corners 11/6/2008
1
1

1

Chapter 5 - Erosion Control Calculations
5.3 - Temporary Sediment Basin Calculations
1
11
I
Prepared By:
Design Resource Group, P.A.
1
1
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8
Drainage Study for
UNCC - Campus Corners
Appendix A
Project Location & Watershed Determination
041-115
11/6/2008
Prepared By:
Design Resource Group, P.A.
APPENDIX A -PROJECT LOCATION & WATERSHED
DETERMINATION
Drainage Study for
UNCC - Campus Corners
1
CI
1
a
1
1
1
1
1
1
t
1
1

11
Prepared By:
Design Resource Group, P.A.
Appendix B
Pre-Developed Drainage Exhibit
041-115
11/6/2008
Drainage Study for
UNCC - Campus Corners
Appendix C
Post-Developed Drainage Exhibit
041-115
11/6/2008
Prepared By:
Design Resource Group, P.A.