20030992 Ver 1_Complete File_20050105

HORNE
PROPERTIES, INC.
July 22, 2004
Mr. John Domey
N.C. Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: DWQ # 03-0992
Buncombe County
Dear John:
WETLANDS/ 401 GROUP
WATER QUALITY SECTION
Enclosed please find an executed Operation and Maintenance Agreement required for the
River Bend Marketplace in Asheville, NC. (DWQ # 03-0992).
I would also like to inform you that Pond # 4 will be in place by January 2005, which is
well before any permanent building will be constructed.
If you have any questions please feel free to call me at 865-560-1100.
Thank you for your time and cooperation.
Best regards,
1G
Michael Patterson
Development Manager
o`'?? W A r?RQ?
7
?? r
p `C
Mr. Todd Seldomridge
Wolverton and Associates, Inc.
5300 Oakbrook Parkway
Suite 150
Norcross, Georgia 30093
Dear Mr. Seldomridge;
RE: Revised stormwater plan for Riverbend Marketplace project
DWQ # 03-0992
Buncombe County
WETLANDS 1401 GROUP
WATER QUALITY SECTION
On February 4, 2004, the Division of Water Quality received your plans for the
stormwater plan for the Riverbend Marketplace project. These plans are acceptable to DWQ
with the following addition::
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
1. A signed Operation and Maintenance Agreement will be required for this area.
2. Please provide assurance as to the timing for the construction of Pond Number 4 so
it is in place and functioning before any permanent building is occupied at the multi-
family site.
I can be reached at 919-733-9646 if you have any questions.
Cc: File copy
Central files
February 17, 2004
FDorney
DWQ Asheville Regional Office
Michael Patterson, Horne Properties, Inc., Cedar Bluff Office Park, 412 N. Cedar
Bluff Road, Suite 205, Knoxville, TN 37923-3609
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
NCDEN
Customer Service
1-877-623-6748
0 W ~ T ?RQ?
to Y
>
? Y
t September 29, 20W
d -, ??J DWOtf 03-0992
(f (( Buncombe County
Mr. Michael Patte,75Qn
home Prcpert•es, 10C.
Co?ar Bluff Office Park
412 N. Cedar Bl:,ff Foad. Suite 205
Kno>N1lle, Tannet;36o, 37923.3509
APPROVAL of 401 Water Quality Certification with Additional Conditions
Cear Mr. Parierson
You t-avo our approval, in aeecrdarca with the attached conditions, to p:aco permanent fill in 797 linear faet of intermittent streams,
75 linear feet of perennial streams and 0.25 acre of wetlands In order tc conetmct the Rivorbrsnd Marketplace in Suncombe County, as
de-scr had in your application received by the Divwon of Water Quality on August 12, 2003. After raviewirg your application, We have
determined that thin tin is ecverad try General Water Quality Certification Number 3402, othich, can be v ewed an our web site at
http d"2o.enr.s ate nc.u6!ncw91'9nra. This Cenification ailewS yCU to use Nalfonwido Perrnlt Number 39 tivhen it is Issued by the U.S.
Army Corps cf En;lnoers. In additon, you ettould got any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sodlrnent and Erosion Control, Non-Discharge and Water Supply WatersheC regulations. Also this approval
win 6Xp re wharf the acevnpanying 404 p©rn11t expires unless otherwise Epeeif.od in the Ganaral Cart.fcation.
This a?prcval is only valid for :hs purposa and d®sign that ycu dascribed in your applicat'on. If you change your project, you must
notify us in writing and ycu may be required to eond us a new application for a new cettilicatlon. If the property is said, the nsw owner
must be glvon a cooy of the C®r;if cat on and approval letter and Is thereby responslble for eomaiying with all conditions. if total wetland
tins for th's project (row cr in the futt:re) exceed one acro, compenaatory mitigation may be required as deeor:bed In 15A NCAC 2N .0506
(h). For this apnro val to be valid, you must follow the conditions listed in the attached certification, as w3A as the additional condition
listed below-
1. Good netifl,atisns or similar mecnanisms shail be olaccd on at lots w th remalrung jurisdictional wetlands and waters or areas within
50 taet of all siraams and pord3 an the ptopErty. 7he6o mechanisms rhail be put in p azo wltMn 30 days of the date of this letter or
the issua,.ca of the 404 Permit (whichevor is later). A sample died notification format can be downloaded from the 401rWetlands Unit
nee stto at like /h2? err s eta naus/agrrgtJP.tt ;
2. An additional cordrtion 1s that a final, v.Titten atcrmviatcr management plan shall ba approved in writing by this Office before tho
impacts spacif:ec in this Certification occur per condition no. 3 In Ganotal Cenif!catlon 3402. The slormwater management plan must
inc!uda piano and speoifications for etormwater managem©rit facilities that uro appropriate for surface waters classitivd as Class C
and deigned to remove 8S%s TSS according to the most recent version of the NO DENR Stcrmwator Best Management PractIcas
Manual. Theao facilg'as must be designed to treat the rinctf from the entire project, unless otherwise explicitly approved by the
Civision of Water Quality. Also, before any permanent building i9 cccup ed at the Subjact site, the facllit:es (as approved by this 011ce)
shall ba ccnst-ucted and operational, and the stOrrnwater management plan (as approved by this Office) shell be implemented. Tho
3tnictJraf stormwater practices as approved by this Office as we!l as drainage patio,ns must be ma!rltained in p©rpetuly. No oranges
10 th0 dt%CtUtal storm Water practices shall be made without wrltten authorization from the Divislen of Water Quality:
3. Ycu are required to return the arachod CertiCcation of Completion form to notify DWa when all worK included in the 401 Certiticaticn
has beon completed.
If you do r,et accept eny of the canditions of thi3 coril`Ication, you may wok for an adjudlcatory hearing. You must act within 60 day3
of the Cate that you reoelve this le'ter. To ask for a hearing. Send a wr'stter, patition which conforms to Chapter 1505 of the North Carolina
GaneraJ Slatutes to tr.e Office of Adrninistrat;ve Hearings, 8714 Mail Service Center, Raleigh, N.C. 27699.6714. This certificatlen and its
conditiens are f nal and binding ur:loss you ask for a hearing.,
TtJs fetter c.rrplete2 the rovlaw of the Division of Water Quality under Sacticn 401 of !ho Ciean Water Act. if you have any
G.:esciona, pk5asL telephone Kevin Barnett ti our Ashev!lle Re^1on91 Office at S2e-251.6208 Or Cyndi Karoly in the Central Cffice in
Raleigh 919-733-F-721
Sincerely,
Af an W. IUin ek, P.E. r1l
N. C. Dw:eicn of vJa+er Ojai ty 1917 Mai sarJ-Ca Center Raleigh, tIC 2-/650-1617 [phone]
IUichavl F. Easley, Gct'erncr
William G. Rots Jr., Socretary
Norh CercGna Department of Envircrunent and Natural Qesources
Alan W. Klimak, P.E. Cirettor
Dlvistcn of Water Cuairty
T.
Cl.stGrtl6r Ssrrlce
1 000 627-7749
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided-
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads (see below) feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceeds the permanent pool elevation, the
sediment should be removed to design levels- This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads (see below) feet in the forebay [and micro-pool], the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation
Sediment moval El. 75%
-------------- ?-- Sediment Removal Elevation . 75%
-------------------------------------------- ------
Bottom evation 51%
FOREBAY MAIN POND
This project has four wet detention pond. Refer to the attached Exhibit A for details on each pond.
Pagc 1 of 2
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Weiland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above- I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print
Title
Addi
Phor
Sign
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been s and a resident of the subdivision has been named the president.
/py 1, , .,a Notary Public for the State of
County of N do hereby certify that 19 f??e
personally appeared before me this -day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin mainte ancf? e requirements. Witness my hand and
official seal
1A. BO,9
NOTARY •':
PUBLIC =
LARGE
COO-
141 ma
SEAL
My commission expires - C?
Page 2 of 2
EXHIBIT "A"
WET DETENTION BASIN OPERATION AND
MAINTENANCE AGREEMENT
POND 1
PERVANENT POOL EL.=2C05.C0
?'
? SF.CIVENT
r. Ri.=YO AL
-2002.71-
+~ - SEDi"/ErJT FEr,/,OV4L EL.=2002.75
i- SCTTOI.A
j EL.= 2002.00 --- ---------- -
SOTTOM EL.=2C02.CO
FOREBAY MAIN POND
POND 2
PEFb:ANE'NT PCCL EL.=
.00
SEDVENT
FL".'0,1AL

-
EL =2005.75

- - - -- :El,
- ? SEDi11ENT REMOVAL 2005.75

BOTTG
r1 -- -----
EL.=
2C05.00 BOTTOvi EL.=200
FOREBAY MAIN POND
POND 3
PERVANErtT PCOLFCOL EL.=2010.00

s SEp:r,4ENT
n RE14OVAL
- EL =2005.25 /- SECIII7-NT REVOVAL EL=2003.25
/
b?
O TT
--
/ EL.=2CJ5 CG -
-----------------
30TTC'?+ EL.=2COi.00
FOREBAY MAIN POND
POND 4
PERv ANE??T POOL EL =2000.00
SEI)JAENT
'? R: .?CrJ ?hL
EL =2057.75 SECIr/7NT RD/OVAL EL.=2057.5
-- - ----- - ---

"•
30TT0Ll -----
- - - - - -

Nt
EL.=2C57.C0
OTT M
.B Z' EL = 2057 .','C
FOREBAY MAIN POND
WO LVERTON AND ASSOCIATES, INC. RIVERBENE) MARKET PLACE E-1
JOB No. 02-124 DATE: 07/09/04 SUBJECT: WET DETENTION SCALE: N.T.S. 1/1
'? \C2'?C2-t2?`,E*h:o?t.\o<-i2?-.xn:o?tt d.:q
STOR?v WATER ,: 4A1`.TAGEtiIEi\'T PERMIT APPLICATION FORM
T"nis fct:it ^lav be pharc:opied for u !.e as an ur7°irral
I. INFOFh4ATIOI\l
1, Applicamrs rtcmc (speci*v the name of the corpomlic?n. individual, rtC, t,,be mvns the k,r•ojc d-
{-r'n??..._'r ( cyr?' r (J;t?S--1t+c.?t)1el r
2. Print -'vncr,'Sk sing C;f`lcia:5 name and title ?t7Er5aiµC:najlV rC5I3t1n?-;tiq for i:IcAlty and (o-ripliancO:
!,,-•,?1''1?5? l ?W._,_ fir-.:. ?: ?`'--?_r.-...J?-?r?_?...-._I_`'.?:C?"?c??____?,...?r-...fiF,___:?-'`-;???.- ------
;tiling for pe.;cn Imcd in fiem above:
412 ,:or,ii Cedar 2lu;f Rcao. Suite ,03
?? v,lle
' Scacc: T H ,.;? h. o.. Lip: :,7923
-....500-107
'r. ;nice" N'amu I.5tlPdivi5lon, Cac-rii(y'. or CS(crlliSt)rTIC^: nand: - ?t ocld 1)t' consis mt with prt)J^ct name on rAnns_
pc_tfiratic iti. lcumm. operation and rnaint^.ra.nct a:;-?^rneTtts. etc.):
Rjverbrnd Marketttpgq -
i. ?c??ttnr: cf Pr;:cct (srscct a i?re?s):
.:37 Swanranoa River Rca(j
City: Euno=!)e
ii. IiiccOons to pi-gcct tl'tom nrwest nlaicr itltCrSCCiLC:t:.
Exit from 1-'0 (ne:ar I-2_0', at Fair ie`., Rd. exit. =r;;r right, ,-,o to Sviarrano_3 River Roa_(J,_ Take left and co
rvoUt 1 m:tn. Prof-c" is cr, the left.
L.,1Htu 1e:.. 3 '.'eg,1.34' 37• dp_ ..30'- 54"'./,v or Project
r?I1t?CI i)crSGr. v? o cd1 arL,;wc!- cit:L` SCEs a:t?out the Jrojt_'C
^I.1 , , . t??r vat
,C
Ij. l'i;RNdIT !NFORMLATl()N.
X ?P N '. aY:IIi
8 n;:rt S%b'l;.l
State of North Carolina
Depavurnent of Environment and Natural Resources
Division of WaLer Quality
_. ::his aofs!lcatior. is being submitted as me tisu!t oC a r?-ewul or modlfic; tucn to an existing; perrrtlt. list cize
_ ......, pcr:nit vsmbe:
A and s s?il.c date llC t,„n:a;ni
, _....._.-.._._..__.__.,._._
?. Specify tl-,c type rf i re}^_ct fchwck oncl:
Low Density ;sigh D=nsay X Fe:_vcino ----Gene-ai Fe_tnlt OUzc:
•l. Additional ?rc jecr Requircmen:s {chrrk applicabie blan,<3i:
CA cMA,viaja- ?$eCli[t1°Tttationo`rrosic:, Contra. _Y -!U -Ol Pp-r.-nil -, FD?-S Storm atcr
infc;rmatinn on -eruired stato per.-nits can be cru fined contac-:-g Lt c Customer C
J .l" CG 'nnier at
1-877•623-6)742.
[if. ?RO.IECT IN rORt viA170;1
1. In ',e space provided below. summa,-,.,7c ho-.k• w)rr;n :::=r wall be :reefed. _ lsa atllch ?) der:ilcd narrative
i.^.i,L` CC IL':Q C.24?T S: ICS .:b(r,? storm at_r m'i.c cT 1C1 'li
_Stor n water runrf; `Nill be Coliected before 3 sa,ies of ?S and c31on basins then c.z.meva-j !C -' wet cletention
in-use JCrid= ou;!aiI In: Itie_ SVar.r- _3 "?c• -- .T
5;?3;'EIlYJ2tCr runor` rmm Lhis pvclect drains zo Uoc ?v:aE?(la(1Cc_!tl\ p.' ?ajiil.
:,:gl ?1TcC a.rca: 79.? TCf_s 4. ?u,._ ipor.
;. moo.\• ;,la, v w ;in2ee are=s cues +tie pr?;ect
i. 4GJ'1E31L'!e dn,r fo,IC'J;:r•.g ir.;CriTlLZt1C:1 fOt PJC:l ^,?•3lficg= _. al. :i tt yr-_ are fn,; tt 1i,:`J: arzin_Lge arc°._'. in the
propct. avach ar, .a;'?:ilGll f st:ett'NL) the inlomlatlCl: ?:):- 2Zch provided iri die %arne frrmat as ,clow.
ai'Sir; _c:forrnatian Dc: in:;?„ .?.rea . DrLina?e :?fez ">_
s;e::elvlr g SU'eam Nar,lc Sw'a=anOa River ; Swannanoa Rive-
._..i`: sC:am c S; f _ +

J;aimac Area 39.8 3-4
t

°r.?s;c:scd imper? l?us .?:ca
l
31 ! 2-3
'a :°;p,-rvious' Arca (l'Jt21? 7Rg 41 9
L
l^1L_?.';CLS? ?'r faCC rS@g D'ratE ^ .terCa DraUlat?e S.rCa
sit: Bl i{dir?,s 7.8
1 t
11,
2.1 0
-.•l^;: c.ui-site ? W ?
.•:,??. 3 I d g Mal, ii J'.I;ClVILf;S 'CT.'1 ;S !?finC? as lief i;t1i I( zio-I! :);tz DUlkilh-l'p. r,;iu5.
_."do a ks. gravri :irtaS. _:c.

2. if this application if. being submitted as the result of a renewaJ cr -mad[ ication wan existing permit, list tho
existing permit number-- NfA_J and its issue crate (ff known)
3. Specify the type of project (theck one):
Low Dersirv high Denslty X Redzvelop General Permit Other
4. ?.ciditional ?roicct Requir einenu (check applicable blani?s):
?CAiv1A Major Sedimentation/Erosion Control X 41}l:•401 Permit _NPDrS Siormwate
Information on required srtte permits can be obtatr red b%• contacting the Customer Se:-vice Ccn(er ar
i-3i7-G23-6748.
?I;. PROJECT INFORMATION
J, In the space provided below, summarize how stormwater %vW be treated. .,'.Lo attach a detaiied narrative
fonc to two pass) describing stori7,N-w-.Ier management :cr the oreiect,
Storm water rlnof't Y411 be collected before a 3engs of c a ?S and catch basins then conveyed to,-4 wet defenbcn
LOndS. 7ne5c' QCr-,15 QUtfa6 I^iD the Swar.n2nca River.
2. $tufmr?oter i,unaff ,`ram this project drai,'ts to the S+tiannanca_Rfycr min.
'9. i' acres 4, ?-ojet:t Built Ligon Area: 82 %
,. Total Project rl.rea:-
7 1-tow many drat:.ave areas d= the arcject have?
corli?lete the follov.,= information for each drainage area. if these are more iJ z i LsYQ GtCairk oe areas 131 the
Project, attach an 20ditio; al sheet W;th the Infc rt:at;on fcr cash A-:e3 provided In thr same format as below.
151asin I:uormatiorn Dt?inace Ore: l? 3 DralnageAreo
:Receiving Stream Name j Swazit`tamaa River
! Swannanoa RZver
Recr.iuing Steam Class
L?raina2e Area
' 4-4 i
1 14.3
`.fisting itnpervlcUs- Area ; 1.0
t Proposed Im perviotts',?.r: a 4-0 ?
L rPa I
717 _ .J
ImI ervlcus" Surf ;CP 't a j Drainage Arcx:c 3 S Drainage ..Pea Q
On-site Buildings 0-5 1 2-5
t?tt site S a vets I 0 ! 0.6
On-site Parking I -3 . 4 ! 3
On-site Sid°• elks 0 . 1 i 0.3
0(h0r nn-site
{ Off-site t 0 0
i t otzi: 4-0 1 ota;: o
e l,i,?t;r?"tp(,(S.:rCd i'.", ?C.'ine•?J 4S I}f.° ?ttlit L•f7Gh .ili2 1'L;ii?l:l5. ?•li f'•Cf 1:!^?fe(1, :B. ?JU11?tT7E'S. tTi7a5. ?„i7'?i317? a"rP15.
gravci` .arras, etc.
i:ot7t 5 WU-101 Ve n..99 f a2 _ ;i";
2A
. f.
..t
`low was tilc -urf-Sim impervious are2 sisted above der;%ed? P); *.
IV. DLED RESTRICTIONS AND PRCTECTI?l=E C0\ c;,l?Lti": S
Tl)c following itzlicizcd deed rest::ctions and p[olitcuve cc-, rn2rlts arc required to be recordca For all
;lbuivis'ons. cu:parccis and futu. e devc4opme^1pr',^.r to ?:s =a.ie of an',' lot. 1F lot sizes varv si,,Ilificzntls'. a .able
.isting %ach lot number, si.zc and CnC atiowabie built-upon t far e3c:n ict r-%:St be providc as arl atcac` men(.
i. lfl:•fO1jo:Vl:IQ C0ti'Et1::77CS.irCJnr:itClc'f?(OeTiSr1rC?^gft1ycor7:: ncclvm"SC2f:.°5io?I77ts?Z(Zrilflegerrlentp-umirnumb:r
DW 0 Q 9d I S L:SUC1 ri' i?J' ?.'. tSipir OC ?. Llff QU?riry. T:1 r CC1'C :TP.rS ID3V!'0I JC
fj'an,gcd or dddezed :v!zrour M-_, con5c!nr of he
'. No mor=_ trar. -qu fe ,'r f cf Il:' lot SYa_ .avert-c ovs-muC:L7:S Cr irnpurviocs r,.'auri315.
:.r.Prvious matcrf7:5 me:uoe z5.ohz!t gravel, colncb _"cnc. 5i:ltr c]!Srrr.:li?f ^sf2r;2,t %Ut t7o no, :n :'IJCE t1=d
dmk-ii, or the wvcr SUri.:CC JI sA4,rining jxmis.
Sit125Shef1 m), 1)6 rIITes In. DI serf. orjite,Td P.XC2pt 1" r,vCE?; :oprci+do driie"-,z'trCSSirngS.
i. 171p0I1 "r!'3 in ?:.z Ji u"c fieilltr,ec -M..aIIn lr'('aifCS STc$-,r:: arer LIcG.''gc'IenI rxrmlf .?Ii.0.'t:'_=.i:0 ? Y ^?f !0
L-Ucrt.M.
M:
5. , is .-nmirwd TJflr,l' ! v.?7 ourwrc-zis cr slits l ° aei;. jil e... __.L.. CL divc?
?e'Tt_ ? 5 t rT11 z: re: CUI:fi'Ol
';M :I:ic the
S•' mn. T;PCse corln.ecr10^s co Ule scorimi- ?r CC71! ;.;, t 51 'cCP:'o:_17 ie ! rri
. be tJ°:,Cr^:?ad ..7 a :r:ar:rler (char 7:o.hnG" •.nlS r
ad esrfor ,ancc C1" the SY3rclr, s Perm tfcd.
By •.ouc MgT1i;n:re bclcw. You C:r:ifv that tt c ?c...e(t' dee?: . ,sy-iC.ICr.s and v,-_TeCrjvE.1 cCv°Rai1tS For Lh-S prz?jccL
Snail in':iUrll. ,101 tale anDlicabi-c ircros reQUircd aatov+ -. thin :^.: tiJ':Cnc7>:•TS Will GL birl;ttr'?, an ?tIl Par'tics and Der5or:s
claimirlg uncer them. chat they `•','ill run widh the 1a^d. Lhzii renuir°d coV°nantS cannot be C_haRi?',:d 0, tieIM0
ivtC}lcul con.u:-_11ce L't)m Zile SI2Te. and !flat they v.,J11 b-2 i:D -.e sale of any Ict.
V. .5UF? "E:Y:E; T : C PUMS
T Oe :?.,^.I)I1C?JiC SI7L? SI ITmK'<3tC'r rlt?n£bCrT1EnL Dianrl!l $t tJL:`_.'.;?ilt for risl iISI:J t l iG'N ,7.1151 L)? SLiJtT ltt^'t for i 3? i
_-"AP -?UCC:FICd for tilL5 projeCL C,3mact the Storms":ter 3r;: _ _..^.era! ?zrmitn L:nit rt! ;? i=') : 33.504) For trio Status
and av:lilnbiiit•. of .hese fa mrs.
r orln S\7J1 -102
Form SvVU- 103
Forth SWU-104
1:MI *S J Ua
:In SS.VL 106
:Ilnn ?YU '.0°
W, Derertion 3asin Supp(e;r.en;
lsti;tration ozsin Supz;'cmr:n;
U -vv Density Suppicmc;lt
Curb Cutlet Svstern Supplerr:erlt
r jcf Ste ?VStvn Supplement
`1i7C?rrrpLrld t'Rflt.'?!:07 Jrt. ^j1 ?Ud_" .. lf:IIt
tic:lse River Easin Suppicnieni
In,lovativ, 3est Muiag_meni ?:.:i: -..:niem

:x
:r
V[. 3UB'>A=1AL REQU-M,EM3 ENNTS
i 'Drily complete applicorion Puc-kagcs will be accepted and revncwed hN• the Division ofltrater Quality (DVdQ).
cornplele pocl:age :. eludes ail oFtfie items listed below. 71e, complew application package should be
SuLnitted Co the ap(?rcp:late DlVQ RegiprlI Ofnce.
i. ?lease indicate [flat .rou have provided the fotiati?irg ;mac :i: ed information by initialing tr„ the 5pace provided
non: to each iter.:.
Initials
• On irai and cne copy of ,e Stor?TlsLatrr :?;anagem?^: Ps:rr.it _y;plicatiorl p(::m
• One copy of the applicable Supplement Founts) For each 3MP
. °er* u zDolicabcn processing fee of 5420 (payablr tc "CDENR)
• Dstailzd na_^rau:e dc--ci-iridon of stonnwate- seatmer.:; manaaemen2 _
i v.o cep:.s or plan, and specifications. inciudlng:
Je?ceopr.,ent.'P:pjcct T133)e
Enmr-leer and firm
Legcr:d
ems,,
Scale
- pe is:crl r: ,mr=: r' : dale
Mean hisil ware: li.^r
- ?im<_r?s:c.^.ed prcpery? Groj^cr Lauraar..
L )cut'Cn inao ''pit:; named s?e?•s or \C5K :umbers
Original Contours. proposed ccmou^s. sDC: -lit at+J.-:s. !iris ed t7DGr elevation,
• I_ cm- is Of -Cacs. drainage fuatuzeS.:ollection. s'.'sier-, ?, and ?CorTnwnter con:Tol measures
'?veLiancis deilneatea. or a note on olans :II :lone e
?IS?IYI L. .itnaQe Itaciuding O T-CiL?), vra: ;v2? erseT,'_' 1S_ lpe SIzCS. ^J fJfl C31c::I2ti0nS
Drainage areas dellneated
V-greta(cd DUI?em jwhcr_ r?_i:e?al
11. ;GEEENT, A UT HORIZA?iOnT
C::1 'xish n ce icrnz-u, 3'-Cllonzv to ant archer indiv, iduzl or So Lhzt they ma_v prOwjde infCCinztlDn On _'OUr
pldL'Se Co.'nvle:e ahi5 :ctiun.
ad ag°_nI tlndlti"iidual ... G'?OIVer 0 A,'{ LtSfO e- A" "S
'•.,aitii;?:lCicife$S: SyoO Oa?/'oo? YQr<c.,,,?'.y Swr'c, 75'a
Nj r fro 55 30 0 9 S
i'.1^:t" { 77G ) NN7 - $ G 9 y ?:.?: I 77b U V7- 90 70
,4rN: Todd $e(daMV?d9e
IT7. ?.t ?LIC.4iti-r'S CcRTIF`CATION
.. 'ar;^( (?.' rJl CT;a(77f Df 7" ?Crt ilSCt'd ir! (iPn-: dl jJ:fG;ifi:ttiCP..:i?.-..:l
. _.PN' aria! :hL' !nIDI"i71arlDn irl: larded Oil 'hiS pX-r:l;l aoplicz-i Form is. !o the best r-f 7n1' nrio??'7t ?iae. cor---'7ca arid
!haI Cr?; Jrvjett 111 Je ?JrLSit'l:C:?C: in cor:f;r-mam.-L with, (he z: ,or-o-'C:: D:ann..n:li -:70 Ci pz I.VC rQVenarrs -cux ded, and Lila l the piQpaied pro;C . 4?ti. .. • : n'^ ri:.ll7ir ?F if.
r ?• Cl CornJiitrs, :v'ine:7L5 ?,I
r ?.
\' r - i !? [(ter r\ Lz-r- >? !^w' 7G 1,lr Lt.?
31

o?o? W AT 0

Mr. Todd Seldomridge
Wolverton and Associates, Inc.
5300 Oakbrook Parkway
Suite 150
Norcross, Georgia 30093
Dear Mr. Seldomridge;
February 17, 2004
RE: Revised stormwater plan for Riverbend Marketplace project
DWQ # 03-0992
Buncombe County
On February 4, 2004, the Division of Water Quality received your plans for the
stormwater plan for the Riverbend Marketplace project. These plans are acceptable to DWQ
with the following addition::
1. A signed Operation and Maintenance Agreement will be required for this area.
2. Please provide assurance as to the timing for the construction of Pond Number 4 so
it is in place and functioning before any permanent building is occupied at the multi-
family site.
I can be reached at 919-733-9646 if you have any questions.

Cc:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of-Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
File copy
Central files
DWQ Asheville Regional Office
Michael Patterson, Horne Properties, Inc., Cedar Bluff Office Park, 412 N
Bluff Road, Suite 205, Knoxville, TN 37923-3609
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
Cedar
NCOENR
Customer Service
1-877-623-6748
770-4-17-8999
770-4.17-9070 Fax ? 5'-'00 Oakbrook Parkway SUitC 150
,
www.wol?crtorl as?o?.com Norcross, Gcor,.;ia ;.0093
101olverton "a\ ssociates
I ,; c o F 0 T E D
LETTER OF TRANSMITTAL
DATE: February 3, 2004 W&A PROJECT NO.: 02-1241210
TO: Mr. John Dorney
NC Dept. of Environmental & Natural Resources
Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604-2260 WETLANDS/401 GROUP
919-733-1786
RE: Wal-Mart Store No. 1317-02
Asheville, NC WATER ()0A(17Y gFrT10N
COPIES DATED DESCRIPTION
1 Original Stormwater Management Permit Application
1 Copy of original Stormwater Management Permit Application
1 Supplemental Form for 4 Wet Detention Basins
1 Check No. 000219 in the amount of $420.00
1 Stormwater Narrative
1 Hydrology Study with supplemental calculations
2 7/31/03 Grading Plans, Sheets C-2, C-2A, C-2B (rev. 11/11/03)
2 7/31/03 Detail Plans, Sheet DE-6 (rev. 2/3/04)
2 7/31/03 Storm Profile Plan, Sheets ST-1 through ST-5
TRANSMITTED:
MESSAGE:
MAIL COURIER DELIVERED
FED EX 02/03/04,, PICKED UP OTHER
Mr. Dorney:
Please find enclosed a Stormwater Management application package for your review and approval. Your 401
approval letter referenced DWQ# 03-0992. If you should have any questions, please feel free to contact me.
COPY: Michael Patterson, Horne Properties SIGNED
( -- - Ot'FICL LSE ONLY
Bate Rccei?cd I uo Paid Perron Number
0 fI2-
/
State of Not-Ili Carolina /
k
Department of Environment and Natural Resources
Division of Water Quality
S'TORNIWATER MANAGEMENT PERMIT APPLICA'T'ION FOP11.I
r11
r,.atocol c ?t'cd for as .e as ate oli!Iirial ?
This fc;nu may be p„ ?.?
I. GENERAL INFORIiXHON
1. Applicants name (specify the name of the corporation, individual, etc. %vho owns the project):
{ o rn e -__7)?,V d o pmeiN- -R f" i LLB, C,_n d 4r f u i -_ ? I (e?
2. Pritit Owner/Sir;rning Offlcfal's name and title (per sor4 el;ally responsible for facility and compliance):
Cje-?
C
l_nS_??1r? _ ?y
J_t_.____-__._ _ ------
3. Malling Address for person listed In item 2 above:
412 North _Codar_Bluff Road Suite 205
City: _ Kn_gx_vi11e__ _------ ---- State:_ TN "Lip: 37023.
Telephone Number: 855 560-1100
-i. Project Name (subdivision, facility, or establishment name, - should be, consistent with project name on plans.
specifications, letters, operation and nmlntrnance of rcenients, etc.):
River_hend M-rrketpkaro_._?_._.
a. Location of Project (street address):
.137 Swannanoa River Road
City: AsheviJ!Lill 6. Directions to project (front nearest major intersection):
E=xit from 1-40 (near 1-2,10)_ at. Fairview Rd. exit., Turn right, go to_Swannanol River Rond I-ake_.left and_go
;3t out t.rnile. Project is on the left.
7. Latiiudc:..__35-deg., ;1,1' 37" Loiwitude:__ Y32 deg. 30'- 5,"W of project
ii. Contact person who can atrsv. cr quc,tions about the project:
_ )- 5u0 1100
Name: Ptichnel Patterson- 'rclephone Number: (. 355
If. PERMI'T' INFORMATION:
L Specify -,vhether pre,ject is (check one)
X 'Netiv
ltencw:rl 'Moditicati(1n
Forst SWU-101 Vm;ion 3.91)

2. If this application is being submitted as the resuit of a rcnc%vA or modification to an existing, iwrmit, list the
existing Permit number N1A and its issue (late (if kno'.vn) 3. Specify the type of project (check one):
Density ____I ligh Density Permit '-Other
.1. :Additional Project Requirements (check applicable blanks):
:Major __Scciinicntation/Erosion Control -X.._,10.1/ 101 Permit ?NPDES Stornnratcr
information on required state permits can be obtained by contactin; the Customer Service Center at
1-877-623-67.13.
III. PROJECT INFORNINrION
[. In tic sp:ace provided below, summarize hots storin%vater v; ill be treated. Also attach a detailed narr.;tive
(ciu to v.vo pa ;c:s) describing stcrmw; ter man ;oniem for the project,
Storm water nrnolf will becnllected boron; 7 seriPS of curbs and catch b;i ins then ccnvey_,,d to -1 wat detention
rjonds. These-p_cnds outf<,ll into theS%V, nnan10r River.
2. Stornnvater runoff from this project drains to the S,.vannanca_Rivcr basin.
3. Total Project :Area.?_79.11_ acrc?s •1. Project Built Upon Area:
6. 1-low many draina ;e areas does the project have?__?l _
6. Complete the following information for each drama ' area. If there are more than two draina c areas in the
Project, attach an additional slice( with the information ?or each area provided in the sanie format as below.
I Basin information
11

rea 1 Draina;e Area 2
Drainage
1
Receiving Stream Name Swannaricia River Swannancia River
1?ilC?il`In° Stream Clati.i
-1
D.-ainat-u Arca 39.8 3.4
?
Esistiraf; Impervious' Area ? 1 R ?8 2

Propu_-ccl Impervious'Area 1
31.4 i

_
2.8
mpervious' Arca (total) ( 7(« ( f31 ?
lnipcrvic?us' Surface urea Drainage area : larainca;e Arua Z
Oi -site Builditt s 7 I I
011-site: Streets ) 2.1 0 -
thl-Site haCltin 1 19.9-
{hi sitr. Sidevraiks 1-6 0.4
Hier on-site
O -?
.
01 -situ - 0 0
Total: 2 8
' Impervious circa is defined as the built upon area ircfudin . but not Iintited to, builrltrtfIs. roans, parr;tn?; arcca>,
s;dratalks, yrzict arcs. etc,
Donn SWU-101 V.rsion 3.99 Pa ;c ? of 4
2. if this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number. ___N/A and its issue date (if known) --
3. Specify the type of project (check one):
Low Density __High Density X Redevelop General Permit Other
•1. Additional Project Requirements (check applicable blanks):
?CANIA Major ?_Sedlmentation/Erosion Control X 40.1!101 Perm t _NPDES Storillwater
Information on required state hermits can be obtained by contacting the Customer Service Center at
1-377-623-6718.
III. PROJECT INFORMATION
1. In the space provided below, suni'llarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stornlwawr management for the project .
Storm water runoff wili be collected before a series of curbs and catch basins then conveved to 4 wet detention
ponds. These ponds outfall into the Swannanoa River.
1 StorniNvater runoff from this project drains to the Swannanoa River basin.
3. Total Project area: 79.11 __ acres 4. Project Built Upon Area: __..82 %
5. How many drainage areas does the project have? 4
6. Complete the following information for each drainage area. If there are more than two draitlagc areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Are 3 Drainage Area a
Receiving Stream Name Swannanoa River Swannanoa River
Receiving Stream Class
Drainage Area 4.4 ? 14.3
Existing Impervious` Area 1.0 0
Proposed Impel-vious-Arita 4.0
Impervious` Area (total) 1 91%
) IL
`
Iipervious* Surface Area Drainage Areu<bc 3 Drainage Area k 4
On-site I3uildints 0.5 i 2.5
"
Owsite Streets 0 0.6
On-site Parking 3.4
On-site Sidewalks 0.1 0.3
Other oil-site
Off-site 0 0
Total: 4.0 Total: 7 - 2
1. ,,....U
' Impervious area is defined as (tie built upon area Incluaing, our nUt 11MIL'u W, uuuumsi, 'V-""
sidrsralks, gi-avel areas, etc.
i'or;li S4VU-101 Version 3.99 llwc 2 of 4
2A
i. Yto%v ,vas the off-site impervious ,irea listed above dor:', ed? t,liA
IV. DEED RESTRICTIONS AND PRO'TECTivE COVENANTS
The followhig italicized (iced restrictions and protective cc-, cnants arc required to be recorded for all
subdivisions. outpareels and future development prior to tite sale of any lot. If lot sizes vary significantly, a table
listing cash lot number, size and the allowable built-upon area for each lot must be provided as an attachnicrnt.
1. The follatvin,; covenants are intended to ensure ongoing Cor,:pliancc t::th state s(Grill vater mana!"crnerrt permit number
as issued by thr Division of l1'ater Quality. These covenants rmay riot be
changed or dr!ered tvitlraut the Consent of the State.
No more than square feet of any lot shall Ie covert-J bystructures or impervious materials.
Impervious materials include asphalt, i;ravcl, concrete, brick. stone, slate or similar material but do not include wood
deckin;; orthe tvatersurfacc afsuimrninghcols.
3. Str•:rlcs shall not be tilled in, piped, or altered except as itectssary to provide driveway crossings.
1. Built-upon area in t'.lcm of the permitted zu ;,wunt requires 3 st.rte stcrrriltater rnan.tStn,ent perm alt mGdrl'Jc31a0l3 prior to
Construction.
S. .•111 pcrrniued runalf frcrrr autparcels or future detrloprnent s,';all be dhect?d into the permitt?-d stor'nn:•,aur Cortrot
system. "These connections to the stortnwater control systerir shall be periermnl in a manner that maintains the intcl;ritry
.end perlorrnance of the system :s permitted.
By ,,our sir;nature below, you certify that the rccordc(i deed restricticns and protective covenants for this project
shall include all the applicable items required abos. e, that th,? covenants will be binding on all parties and persons
claiming under than. that they %vill run Willi the ]and, th at the require°ta covenants cannot be chanf,ed or deleted
without concurrenc+i from the Shit(, and that tite%- w 11 be -,cceded I;ricr to the sale of any lot.
V. SUPPLEMENT FORMS
The iippiicablc state storn)%vater tnara;;etnent permit supplsmr:rit forni(s) listed below must be submitted for each
Bi41P specified for this project. Contact the Stornnvater and Geticral Permits Unit at [phone] for the status
and availability of these forms.
Form SVIU-102
Form SM-1-103
Form S%VU-101
Form SvVU-105
Forni SWU-106
Form SViU-107
Fonn SWU-103
F4 Or:1l SWU-109
`Vet Detention Bruin Supplement
Infiltration Basin Supplement
Low Density Supplonicnt
Curb Outlet System Supplement
Off-Site System Supplement
Ur:derground Infiltration Trench Supplemennt
Ncuse River Basin Supplement
hutovstive Bc t Tana t'nifirit Practic'. Sul,plemcnt
Umin S% U-101 Version 3.99 Pa-? 3 of ?
Vt. SUBMITTAL RrQUIRENIGNrS
Only complete application pacltat,es will be accepted and reviewed by the Division of Water Quality (D%1%(,).
A complete package Includes all of tile items listed below. The complete application package should be
submitted to the appropriate DINQ Regional Office.
I . Please indicate that you have provided the following required information by Initialin in the space provided
next to each Item.
Initials
• Orlginal and one copy of the Stornmvater Managemctit Permit Application Form
• One copy of the applicable Supplement Form(s) for each B1%JP _
• Permit application processiw, fee of S•120 (payable to' CI)DIR)
• Detailed narrative dCSCrlption of storm;vater trcatnluntlmana ;enlent __
• Two copies of plans and specifications. including;: --?
Dovclopment/Projuct name
- Enincer and firm
- Lciwnd
North grow
- Scale
- Revision number z"i date
- Mean hilt water line
- Dimensioned property/project boundary
- Location map with named streets or `JCSR numbers
- Original cuntours, proposed contours, spot elevations. tinished floor elevations
- Details of roads, drainac features, collection systems, and stormwater control nlcasures
- Victlands delirle ited, Cr a note on plans that none exist
- Existing drainage (including off-site), ciraina;e casements, pipe sizes, runoff calculations
- Drainage areas delineated
- X/e, fated buffers (wheru rcriuir6d)
VII. AGENT.,%u'ri-ioiuzxriOi`I
If you wish to designate authority to another individual or firm so that they may provide information on your
holialf, plow conlplcte this st.ction.
an G( G?SSOGia?PS
No A,e r /O N
Deii;ilated ai;ent (intlivlt?ual or firm): C
Mailini Address:- _s------- on t7a?5?ao? ?arltluay $u?f rSD
Ci(V: No r Gro 55 State: 7rp ...___.30 0 4 3
_ _ Fax: L 771, 1// q7- q11,70
Phouc: (__ ?70 Nq-7 _ 09 99
,4vl: Todd 5e (doMvrdge
VIII. APPLICANT'S CERTIFICATION
1. (prim or type name of person iisfed ill Gcreral lntbrritattorl, ifertr ?)
ccrtiF/ the t the information included on this hermit application form is, to the best of my i:nowledt;e, correct and
that flit: prccct %vill bt: consuuctcd ill conform;a:ci %vith til0 approved plolvi, that thQ rcquilcd eleCCl rc?trictions
mtd protective covenants will be recorded, and that the proposed project complies with tht. mluil-crnents (;f 15A
NCAC ZH .1000.
f{ur'rle, 'P??e(pprr1Co-- r?r ?nc; CLGan't
naturcC n5j _C_..
(?1h5fi?o,
Fuxin S%VU-101 %Ic:tsio-' 3.99

.
_- _W--- --- OFFICE USE ONLY I
Date Iit°ccitect Fee Paid I Permit NW11iR! 1
t
1
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICA-rio NT hORm
This form be photocopied for use as an original
1. GENERAL INFORNLYFION
1. Applicants name (specify 111L' name of the .orporotion, individual, etc. who ww"', the project):
l t'(1 Qom. ?/ C (o ffL°A+ -R I mo- I z i LLc . n?)Gi _ ? ?f D eS -.... . 1?=?i ?Q c L
D Co
Pint 0%vrier!Si? nin, Offit ial's name and title (persol??c?f=aliv rospnntiible for facility an t compliance)
Chc>5n?
3. Nbiling address for person listed in item 2 above:
412 North Cedar Sluff Road Suite 20';
City:, Knox i le-- .. St<aw: TN Zip.-37q23
__
Telephone Number: (.__£365 5E'S-1100 ..........
.1. Prtject Name (suhdivisi:;n. Lacility. or estrhlishmen: tiatrte - should btu consistent V.zith rroj(ct nalne on plans.
spccihcations, letters, operation and maintenance i!Zrcemerns. etc.):
Riverhend_Niarketr lace --
;1. Location of Project (strret address)
•137 S1%..,annano?i River_Roi-d_____...__
City: Ashy ,liC-_ Ctntnty: Buncombe
ii. IlirUCE011% to project (limn Nearest major interjection).
Exit from 1-40 (near l-2,10)-at Fairvic,. Rd. exit. Turn. right, go to Swannanoa River Road. Take left and go
about 1 mile. Proiect is on the left,-- -.._--
7 1,atitmic:35 dcg:, 34'_37 deg. 3310'- 54"VV _ of project
Contact person vrho call ans.,ver r11wStioll" :';bout tit: wo
'?arnc: Atictinel Patterson T-leplumo Ninnber. 0135 500-111)0_..__
11, P RMIT INF(MMA` ION:
i. S!wcii .vhc:thorproj:x:t is (dicer. o1w)
X `:law
Ncnet:.11 ?.1wiitication
l t cnt S%t`l`-it1] A ctaion 1.99
p..,,.• I of 4

Z. If this application is being submitted as the result of a rcn(cwal or modification to an existing parrnit. list the
" stingy; permit nuinber N/A and its issue crate (if known)
3. Specify the type of project (check ornv):
_ ._Low Density ---High Density _. X Rcdcvelol> ___.._._Gesu;ral Pcrmit Uthe:
,1. Additional Projcct Requirements (cliccl: applicable hir:r: s):
_-C:'stilA Major ._____Scdimentation/Eros icn Contrci . X10-1/401 Permit _NPDES 5tornw.ater
information on required state: permits can be obtained contacting the Custorner Service Center nt
1-577-623-6713.
Ill. PROJECT INFORNIATION
1. In tite space provided below, summarize ho-,+ stormv: _e° :will be treated. Also attach a detailed narrative
ictlt to iv: G pa"es) desc. ibirg stcrmw,.tcr r11i;Hi?Ctne.^.i t r the
Storm water runoff will be collect:d beforg a series of cu-os and cgtch bgsins then cony:eyed to 4 wet detention
These needs out,ail into the ::wannar:?a :,,'_-
?. Stormwater runoff front this project drains to the :rannar,ca_Ri:'er basin.
?. T,'It.il Project acres 1. :' 1L^Ct Built Upon Arca: o
i_ Now rnanv drainage arcs does the project ha'.
6. Complete the followinn inn-Crnlaftn for C:IC}1 crairtage '. _ If tliare are more than two drainage-, areps- in the
project, attach an additional sheet with the infortnaticit -or each area provided in thy, same format as below.
3usin inforination Drain:;-,,--, Area Draina.?e :1rLa :'
Ret-eivinl; Stream Nance Swannanoa River i Swannanoa River
::ct' h: inl? Stream Class
rainYL;CArea '
r 39.8 I 3.4 1
Esisiirt:+ linpervious' Area ? 18.8
I
Imnervious?.;rca
'
31.4
2-8

i v T ,..,...: ...-? l-n hf,rnt% I r
1700
R1 !? -
!?
Irnttc vet tts' Surface ='1' ! ureic; _"rlre i Drain - :\rca-

' I.Ji'.-?:tC IIUIiCilrt rya
i j
i
`
On-sits: Streets
j 2.1 I
I 0
;n-site Parkin; 19 g 1 3
-SIC^ STdC4'v'alis j 1.6
1 0.4
Other on-site 0
C1r ste 0 0
I t C:lalt. '? l A ( 1 Otil{. ,7 S7 _
Impervious area is defined as Ibe built uporn :roc :ncludr'r nut not Iimi(rd tu, buil.ii;t,s, rt a Is, Irar ink; ?trcas.
sia'eitalks, ra%-rlareas, c-tc.
I unr. '?','l -101 V. rsio? 3.99 1'aI,c _ :I

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
and its issue date (if known)
existing permit number, __-- ______......_-_.-___
3. Specify the type of project (check one):
Law Density _ --.High Density X Redevelop General Permit Other
4. Additional Project Requirements (check applicable blan}s):
CAIMA itilajor ,Sedimentation/Erosion Control X 4D41401 Perttit `NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-377-623-6748.
III. PROJECT INFORIMATION
1. In the space provided below. summarize ho%v stornvvate- will be treated. Also attach a detailed narrative
(one to two pages) describing storninvater management for the project.
-Storm water runoff will be collected before a series of curbs and catch basins then conveyed to 4 wet detention
ponds. These ponds outfall into the Swannanoa River.
°_. Stermvater runoff from this project drains to tilc Swannanoa_Rivcr basin.
nv
3. Total Project Area:,.__79.11 acres 4. Project Built Upon Area: E2
5. How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
e Area ?
aina
D
B sin lnformation Drainage Arch 3 g
r
receiving Stream Name Swannanoa River Swannanoa RIver
Receiving Stream Gass 1 i
Drainage Area 1 4.4 I 14.3

B-,isting impervious` Area
x
Proposed Impervious Arra 1.0
( 4.0 0
Impel-vious` Area (total) ? 91%
Impervious Surface Area
On-site Buildings
r0n site Strects
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Drainage AreadX 3
0.5
0
3.4
0.1
0
Drainage Areak 4
2.5
0.6
3 6
0.3
0
V 0
I Total: 4 0 - Total:
` Impervious area js definer! as the bunt upon area irckrdin :. but rnt i:,?uted to, buildings. roads, purkrn; areas,
sidewalks. gravel areas, etc.
Ponu S1YU-IUI Vcrsion 3.99 Pa'tzc'- ;'C4
2A
- 7. How was the off-si(e irnnervious area listed above dcri'.ed? . t1_ .___
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The followinU italicized decd restrictions and protc; Live ec•, enants arc required to be recorded for all
illbdivisions. CL'tparcel5 and future: development prior to _::.le of --ny lot. if lot sizes vary significantly. a table
istins, each lot number, size and the allowable built upon ;::_a for each lot must be provided as an attachment.
i . lh:' IDllowillr_; covenants are intended to ensure ongoing coc:?,:lnce it;(i1 5iatL' SiGrrnit'ater rntlnat;£Illellt permit number
as icsufd by the of ,V2ter Quality. These cotenants may nor be
ci1all;ed or ci deted tt'ithwut the consent of the Sta-
_. No more than square feet of anv lot slml! e coverej bvstructures or inipen•ious materials.
Impervious materials include asphalt. 'ravel, concrete, brick "me. slatt, orsimilar material but do ,lot include wood
docl,:ing or the %vater surface of stvinlming pools.
>. Sstais shall not be filed in, piped. or altered escc?p:.:5 n£eer.:r:" to prof id£ drivel:"ati? cr essiaSs.
i. IiUllt-ui7on :?1e3 11"1 cJ,A"CeSS of the per mitt£o a ;"vum req nrc5 e Stofr;: ater ma,---cment Permit modification TIYOr to
Cl"115truct;on.
5. Al! i}errnittcd runoL"fr(Iin out}3:lrc£ls or future det'e opment be dlr:ct-d into tll£ permitted stormwatercontrol
svslc:nl. These connections to the siormwater control st sre::: shall be 1'^r;orrned in a ]n<lnner that maintains the integrity
arld a£rli)rnsnce of ax sjatcru as pcrmiued.
" 4V ;your si'lllmurc Iheloa". You ccrtify that tihc re crcied dcc:: ; estricticns and protective covenants for this project
shall include all the applicable items required abo%c:, that l- covenants will be binding on all parties and persons
claiming under thorn: that they l.'iU run with the land. t}hrit rcquirnd covenants cannot be chanced or deleted
t'. idmul conctl:'runce from the Sure. and (thin the% :-ill be r; : r led prior to the sale Of any lot.
V. SUPPLEMENT FORMS
The 2tC1I}licablC state SiOrnllYater to na eI11eRt pe:1111t Sl pl'.:.`:1 i1L fcrhrs) listed below nit `it b submitted for each
i; t iP ;?cciEicd for this project. Contact the. Starl]h ': a to anc • -oncral Permits Unit at (919) 733-5,033 for the status
and a%'iilability of these forms.
form S1ti't-103
i•onll
Form. ?%%`0'-104
Fornl S'?`,IU 10?
Fomi ?i'vU 1(16
Form,':%VU-1 S
:ixm S'-VU-109
%V'et Detention Basin Supplement
Infiltration Basin Supplement
Lovv Dcnsit,: Supplement
Curb Outlet System Suppleni?-nt
Off-Site Svstertt Supplement
Underground InCiltration Tr_ncil Succ.r:Imit
Neuse Rivcr Basin Supplement
lone}v tiYe Ilest mianome1;t p acti-: Iii>amcnc

- VI. SUBINUTTAL REQUIREMENTS
Only complete application packages will be accepted and revietii•cd by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package Should be
submitted to the appropriate D :VQ Regional Office.
1. Please indicate that you I;ave provided the folltrc.•ing rc:.::ired information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the 5tornt?vav?? ;::anagetner:: Permit .y:ptica tion Form
• One cops of the applicable Supplement Form(s) for each BIMP
• Permit application processing fee of S•120 (payable to ` CDENP)
• Dctailed narrative description of stertn,vat^r treatmer;tin.ana ernent
• Two copies of plans and specifications, including:
Development/Proj".-t name
Engineer and Firm
- Lc ;end
North an ow
- Scale
- Revision number c: date
- :.lean high .ti titer line
- Dimensioned property/project boundar%
Locancn map xith named streets or NCSR :turnbcrs
- Original contours, proposed contours, spc: eievaticns. finished floor elevations
- Details of roads, drainage features, collection systeitts. and siorimvater control measures
- Wetlands delineated. or 3 note on plans that none c,:st
Existing drainage (including of site), dra:nage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Ve ;dated hufiers (where rewired)
t'IL AGENT AC THORIZATIO?i
c:u v: ish to designate authoritv to another indi,. idual or so tha_ they may provide infort7)ation on our
l),>.half. please complete this 3cc-6011.
f ll/D?C Pr /ON a G( ?SSO Gi aT P S
_s1 ?tlJteu z!Sci -it (individual c,,,-
Nlailim!Address:___. ?._S-oo OaES?oo? }?arkluay 5u,f? ?5? ,
-:.,.. Nor er o 55 State:
%7?o N_y7 Fax: ( 770 1 y7- 9a 70
['hone: 1
' 1FAI: Todd 5e fdamV,dge
VITL APPLICANT'S CERTIFICATION
1. iprirtt or type name of person listed in Ger;eri! 1n?e;;t2?tiort. itr:r„ ')
certify- that the information included oil this permit applic?ticn frrin is, to the best of my knowledge, corrcu and
'hat d„ project ,,i!1 be COnStrl;filCi 'iit COofGrmai;i:' V: it„ Ch; %JCUVt1:, D,,?RS, that ttae rCrilrlfCCl C.:.CCI rCstr_?.irctaGt'Is
ar,cl protective Covenants will be recorded, and that the propos::dl (project complies with th,- requirements of 15r''k
\CIA C, 2H 1000. G(? rflCnz- iJC l3`d (.LG?i'J??} L
ff? rl? 1 r?
.-_....?.7-_
$i?rt<ilurc: C. Date:
G-f
ChnS{i?A-?'• l ??ii5?irq C-
SCf?i? S"ni9r
in SI U-101 vcrslc. '.99
P< -:L -
c<-
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVA)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: F-1vt-7 0 CW D ItV R-k'C7-Y - Acc
Contact Person: Phone Number: (770) elg11- 3?`IKJ
For projects with multiple basins, specify which basin this worksheet applies to: ?r??/i?
elevations
Basin Bottom Elevation ?Do 2 ft. (floor of the basin)
Permanent Pool Elevation ZOpS ft. (elevation of the orifice)
Temporary Pool Elevation ZOD(o • Z.S ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area f(-I, (CO sq. ft. (water surface area at the orifice elevation)
Drainage Area 3, 1. g ac. (on-site and off-site drainage to the basin)
Impervious Area 31.14 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume / q(o, 7,115 cu. ft. (combined volunze of main basin and forebay)
Temporary Pool Volume 101,9C0 cu. ft. (volume detained above the permanent pool)
Forebay Volume qZ, 6 13 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 3.36 (stuface area to drainage area ratio front DTVQ table)
in. (2 to S day temporary pool draw-down required)
Diameter of Orifice 3 85
Design Rainfall in.
Design TSS Removal 2 ?S ° o (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Fnntnntes*
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
? d. The temporary pool draws down in 2 to 5 days.
)y) AE e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
? f. The basin length to width ratio is greater than 3:1.
.?/A g. The basin side slopes above the permanent pool are no steeper than 3:1.
NIA h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. ( P90POSEU L--+5`,44EAv7-- 1.5 Sttoc"/
? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
? in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. 'VET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 0 This system (check one) 0 does incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads *2-Z5' feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2-2-5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 2005
Sediment Ren oval ELUOZ•1S
Bottom Elea ation U02-
Sediment Removal Elevation 200 Z•7$
---------------------------------------
Bottom Elevation 2007-
FOREBAY MAIN POND
75%
25%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVA
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: ?- tve-?L6E>u 9 MAiN-CY in-e C
Contact Person: o !2!2 ?jct-avr? P-??GC Phone Number: (-7-7o) qcF? - f g q
For projects with multiple basins, specify which basin this worksheet applies to: 3AS i N Z-
elevations
Basin Bottom Elevation 2OO S ft.
Permanent Pool Elevation ?.400 8 ft.
Temporary Pool Elevation 2w 8.65 ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 1 sq. ft
Drainage Area 3. ac.
Impervious Area 2.8 ac.
volumes
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Permanent Pool Volume 33t l?? cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 2 cu. ft. (volume detained above the permanent pool)
Forebay Volume S? 67 cu. ft. (approximately 20% of total volume)
Other parameters
SAIDAI (surface area to drainage area ratiofran DTVQ table)
Diameter of Orifice in. (2 to S day temporary pool draw-down required)
Design Rainfall j ?+:
Design TSS Removal 2 ?s % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for pennanent pool sizing should be computed based upon the
actual impervious % and pennanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
? b. The forebay volume is approximately equal to 20% of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
? d. The temporary pool draws down in 2 to 5 days.
NIA _ e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
? f. The basin length to width ratio is greater than 3:1.
"IA g. The basin side slopes above the permanent pool are no steeper than 3:1.
NIA h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. ( P02,0'POSeV LF t$6 KePT 15 SHUwN OAJ A-.yv
? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does no incorporate a vegetated filter at the outlet.
This system (check arc) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads Z,26> feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2,z5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation -
Sediment Ren oval El. '1?'S•1s ;75' ---
---------- Sediment Removal Elevation 2Od 75%
Bottom Ele ation 21005-P --------------------------------------------- ----
Bottom Elevation Z0C197.O 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name
Title:
Address:-
Phone:-
Signature:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State of ,
do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: ?? ?-PJEU D Ny +ZV.2TQu}CC
Contact Person: epp `?'Et-Gbm fr-tPhone Number: 7- 9
For projects with multiple basins, specify which basin this worksheet applies to: Sin/
elevations
Basin Bottom Elevation 200 f. O ft. (door of the basin)
Permanent Pool Elevation 7,010.0 ft. (elevation of the orifice)
Temporary Pool Elevation W 13.67 ft. (elevation of the discharge structure overfloiv)
areas
Permanent Pool Surface Area 3 12-0 sq. ft. (water surface area at the orifce elevation)
Drainage Area q. I _ ac. (on-site and off-site drainage to the basin)
Impervious Area 1.0 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume / / q cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 1 % Aq S cu. ft. (volume detained above the permanent pool)
Forebay Volume 2325 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI /• (P7 (surface area to drainage area ratio from DIVQ table)
Diameter of Orifice / • S in. (2 to S day temporary pool draw-down required)
Design Rainfall / in.
Design TSS Removal 2 BS % (mini ntnn 85% required)
Form SWU-102 Rev 3.99 Page I of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, th e agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
? a.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). ?I f'r 1?EEP
? b. The forebay volume is approximately equal to 20% of the basin volume. `
? c. The temporary pool controls runoff from the design storm event.
? d. The temporary pool draws down in 2 to 5 days.
r/ it e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
MA g. The basin side slopes above the permanent pool are no steeper than 3:1.
N?k h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. ( P?PoS? C-'i}5EMEV7- /S SNowN oN PLPVJ)
? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
? m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. VET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not
This system (check ogre) 0 does does no
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads lv •7 S feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 70/40 .0
Sediment R\Ele al El. 0!o•ZS 75 'o
Sediment Removal Elevation Zay3.Zs 75%
Bottom atio n ?y05.0 /o --------------------------------------------- ------
Bottom Elevation 7-001.0 125% /
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by D1VQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: ?i??i> /Ultc-?T J;7tAer--
Contact Person: ?l 0 4D ?cZGt?,N R i t7C?s- Phone Number: (-77o) qq7- g q q q
For projects with multiple basins, specify which basin this worksheet applies to: 5 A5
elevations
Basin Bottom Elevation 20 G -1 •0 ft. (floor of the basin)
Permanent Pool Elevation Z0(00-0 ft. (elevation of the orifice)
Temporary Pool Elevation 20 6l. & ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 1 'j 2 ,?)5 ft. (water surface area at the orifice elevation)
Drainage Area I •3 ac. (on-site and off-site drainage to the basin)
Impervious Area 7.2 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 'J v, J L16 cu. ft. (combined vohrnne of main basin aitd forebay)
Temporary Pool Volume 2 (p X242- cu. ft. (volume detained above the permanent pool)
Forebay Volume 6? Z cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
2.Olo
2.5 in.
in.
$S
(surface area to drainage area ratio from DiFQ table)
(2 to S day temporary pool draw-down required)
(minimum 85% required)
Fonn SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
N /A e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
M/,+ g. The basin side slopes above the permanent pool are no steeper than 3:1.
/V/A- h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. (PpPoSe-D r lsEµc7/7 SFfowaJ DN P44irj)
VI/
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
? in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does (go-es not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SwU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 7•7-6 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 7--ZS feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Ren\oval El. U57.75
Permanent Pool Elevation ZpGO.O
Sediment Removal Elevation ZOS7• 7
---------------------------------
75%
Bottom Ele\,ation Ws-2.0
FOREBAY
Bottom Elevation Zd 57.0
MAIN POND
25%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
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Storm Water Management Permit Application - Narrative
Riverbend Marketplace
Asheville, NC
DWQ#0-0932 0`3 - C97
The proposed project consists of an approximately 59 acre retail commercial
development (Phase 1) owned by Horne Properties, Inc. and an approximately
15 acre future urban village development (Phase 2) owned by Riverbend
Development. All of Phase 1 and the rough grading and utility infrastructure for
Phase 2 will be developed by Horne Properties at this time. The complete build-
out of Phase 2 will be developed by the property owner, Riverbend Development.
The ACOE granted approval to fill 797 linear feet of intermittent streams, 75
linear feet of perennial streams and 0.25 acres of wetlands in order to construct
this project known as Riverbend Marketplace in Asheville, NC. A condition of
that approval was to submit a written storm water management plan and have it
approved by NCDENR Division of Water Quality.
The storm water management plan for this project will consist of a series of
ditches, curbs and storm sewer pipes that will collect storm water runoff from the
development described above and direct it into 4 wet detention ponds as shown
in the attached construction plans. These ponds discharge to the Swannanoa
River.
These 4 ponds have been sized to have adequate depth and surface area to
drainage area ratios as recommended by DENR guidelines. Forebays have
been incorporated into each of these ponds at each point of discharge into the
ponds. The volume of these forebays is approximately 20% of the total pool
volume. These ponds also provide for water quality treatment by detaining the
runoff from a 1" storm event and bleeding this volume down between 2 and 5
days. Additional detention for flood attenuation has also been incorporated into
these ponds as required by the City of Asheville for storm events up to and
including a 100 yr- 24 hour storm. This was a requirement of a conditional use
site plan approval and is over and above the normal City requirement of
providing detention for the 10 yr event.
There is an area upstream of the site that drains into the stream that bisects the
project consisting of approximately 37 acres of mostly undeveloped lands.
Portions of the stream within the proposed project will be filled in and the stream
piped to allow the full development as shown in the attached construction plans.
The jurisdictional areas that are to remain are shown on the attached
construction plans.
Storm Water Management Permit Application - Narrative
Riverbend Marketplace
Asheville, NC
DWQ#0-0992
The pertinent storm water management application forms and supplemental BMP
forms have been filled out and included with this package for review by DENR.
The City of Asheville has reviewed and approved the hydrology study for the
project with the exception of a few minor details necessary to fulfill the DENR
storm water management requirements.
I
I
TABLE OF CONTENTS
I Introduction
II Pre-Developed Site Conditions
III Post-Developed Site Conditions
IV Summary
Appendices
Appendix A: Drainage Area Maps
• Pre-Developed
• Post-Developed
Appendix B: Weighted Curve Number and
Time of Concentration
Appendix C: Hydraflow Hydrographs 2002 Computer Output
• Nodal Diagram
• Return Period Recap
• Hydrograph Summary Reports
• Reservoir Reports
• Complete Hydrograph Reports with Graphs
Appendix D: Outlet Control Structure Details
Appendix E: DENR Calculations and Forms
I. Introduction
Horne Properties, Inc. -Mart proposes to build a 219,622 SF Wal-Mart Supercenter
along with an additional 144,714 SF of commercial retail development and two
commercial out parcels in Buncombe County, North Carolina. The site is located along
Swannonoa River Road (NC Route 81/US Highway 84) and is bordered to the west by
Interstate 240 and to the east and north by the Swannanoa River. Phase I of the
development will consist of construction of the Wal-Mart building, two additional anchor
buildings, and two smaller shop buildings, parking, driveways, a public street, a wetland
preservation area, associated utilities, two outlots, and three detention/water quality
ponds. Phase II of the development is located in the southern portion of the overall
development. It will be pad graded with the construction of Phase 1. It includes a 14.3-
acre mixed use urban village development and a fourth detention/water quality pond.
The site consists of approximately 79.11 acres. The overall drainage area for purposes
of this study consists of approximately 62 acres. The existing development within
Phase I is primarily industrial, and includes approximately 43 acres. The remainder in
the Phase I portion is not developed. There is no existing development in the Phase II
portion of the site.
There are several small areas of USACE jurisdictional wetlands in the south portion of
the site. The wetlands will be protected during construction and water flow to the
wetland area will be preserved. Approximately 0.4 acres of these wetlands will be
impacted by filling. The remainder will be protected and left in their existing state.
There is also a jurisdictional stream running through the site. It has been classified from
intermittent non-important to linear wetland. Portions of this stream will be piped and
filled and other portions will be filled. An application has been made to the USACE for
coverage under Nationwide permits for these impacts. It is currently under review.
The pond/outlet system will provide detention for the development in the area identified
as Phase I, as well as offsite flows from the proposed road. Detention will be provided
for the 14.3-acre Phase II portion of the site for the post-development condition, but
additional detention will need to be provided for build-out conditions. Water quality
BMP's have been incorporated into the design of the storm water management system
'through the use of four extended dry detention ponds.
' This study examines the pre- and post-developed site hydrology for 2-, 5-, 10-, 25-, 50-,
and 100-year 24-hour rainfall events, and will show that by using detention basins, the
post-development peak discharges will be reduced to less than the pre-developed peak
' discharges. Hydraflow Hydrographs 2002 computer program with an SCS Type II
distribution was used for the analysis.
II. Pre-Developed Site Conditions
For purposes of this study, the total site
acres. Phase I includes approximately 48
14.3 acres. Approximately 43 acres of 1
The development within Phase I is prima
drainage area consists of approximately 62
acres and Phase II consists of approximately
ie Phase I portion of the site is developed.
ily industrial and includes several multi-story
Riverbend Marketplace 1 Asheville, Buncombe County, NC
1
and single story buildings, concrete structures, tanks, stacks, machinery, railroad spurs,
utilities, roads and parking lots. There is no existing development in the Phase II portion
of the site.
The existing cover includes buildings, pavement, grassed areas, and treed areas in the
developed area. Within the undeveloped areas, the cover and vegetation consists of a
wooded pine and hardwood forest. There is approximately 0.6 acres of jurisdictional
wetlands located within the project limits. Less than 0.5 acres of these wetlands will be
impacted by the development to meet USACE Nationwide permit limits. An application
has been made to the USACE for disturbance of these wetlands. It is currently under
review.
The pre-developed site is viewed herein as a single drainage basin with an offsite flow.
' All flow exits the site into the Swannanoa River, the design point for the study. The off-
site flow is piped through an existing culvert and enters the site at the south end. This
flow feeds the wetlands. The Pre-Development conditions Drainage Map can be found
1 in Appendix C.
Pre-Development Basin
This basin comprises the entire site including approximately 99 acres. This includes
approximately 37 acres of offsite area. The flow direction in the south part of the site is
toward the wetland area. The wetlands exit to the River through a ditch that flows to the
north along the east part of the site. The topography in the north part of the site is flatter
and the flow patterns are less well-developed, yet still flow to the River.
A curve number of 78 and a time of concentration of 31.2 minutes have been estimated
to represent the existing conditions for the 62-acre basin and a curve number of 55 and
a time of concentration of 24.3 minutes have been estimated to represent the existing
' conditions for the 37 acre offsite basin. Refer to Appendix B for details on calculations
of curve numbers and time of concentration for this drainage basin.
' The following table summarizes the peak discharge for each design storm at the Study
Point. This flow includes the onsite drainage area together with the 37 acres of offsite
flow that is referred to as the bypass flow in later sections herein. Detailed calculations
' of the above referenced discharges can be found in the Hydraflow Hydrograph 2002
computer output within Appendix C.

Storm
Year Pre-development Basin
cfs
2 100.6
5 179.2
10 260.7
25 299.5
50 355.1
100 420.3
Riverbend Marketplace 2 Asheville, Buncombe County, NC
III. Post-Developed Site Conditions
capacity to accommodate the developed runoff from these additional buildings and
outparcels. No additional detention will be required for the development of the
outparcels.
The development of the site at this time will consist of approximately 364,336 sf of
commercial retail buildings including a Wal-Mart Supercenter with both general
merchandise and grocery services. In addition, two outparcels, two additional anchor
buildings and two smaller shop buildings along with the associated parking, driveways
and utilities are specified. The onsite wet detention ponds will provide sufficient
Detention is provided for the Phase II portion of the site in pond 4 based on the
undeveloped but cleared, graded, and revegetated condition. Additional Phase II
development may need to provide additional detention depending upon the intensity of
the development when final plans are completed.
All runoff flows to the Swannanoa River and this point will be referred to the Study Point
for purposes of this study. The following sections describe the post-development
drainage basins. A Post-Development drainage map can be found in Appendix C.
Basin 1 (to pond)
This basin includes the majority of the Phase I development including the Wal-Mart
Supercenter, an 88,408 square foot (s.f.) anchor store, a 32,000 s.f. shop building, and
Outparcel 1. Storm water runoff from this basin will be directed to an excavated wet
' detention pond via a system of curbs, catch basins and storm sewers. Until the
outparcel portion is developed, storm water runoff will flow to the pond by overland flow.
This detention pond is referred to as Pond 1 in this study.

n

- For purposes of this study, it has been assumed that Outparcel 1 is fully developed.
Both detention and water quality treatment are provided by Pond 1 for the entire Basin 1
drainage area.
The drainage area consists of approximately 39.8 acres with a weighted CN of 91 and a
time of concentration of 10 minutes. Refer to Appendix B for details on the calculations
or weighted curve numbers and time of concentration for this basin.
Detention Pond 1
This detention pond will be designed as a wet detention system. The pond will contain
three identical outlet structures. The lower portion of the pond will collect runoff from a
1.0" rainfall and detain it over a 2 to 5 day period. Bleed down of the water quality
volume will be achieved through means of an orifice. The orifices and weirs that will
provide the necessary storm water detention will be placed so that flows to the
Swannanoa River do not exceed flows calculated from the existing conditions. Please
Riverbend Marketplace 3 Asheville, Buncombe County, NC
refer to Appendix E for detailed calculations on the water quality, pond volume and
orifice sizing. A summary of the outlet control structures for Pond 1 is provided below:
3" diameter orifice at elevation 2005.00 (water quality)
6' rectangular weir at elevation 2006.25 (detention)
12' rectangular weir at elevation 2009.00 (emergency overflow)
Top of pond berm at elevation 2010.00
' A detail of this outlet control structure can be found in Appendix D.
Basin 2 (to pond)
This basin includes a portion of the Phase I development not included in Basin 1. It
' comprises the northern part of the Wal-Mart building area, rear drive area and the
parking lot. Storm water runoff from this basin will be directed to an excavated wet
detention pond via a system of curbs, catch basins and storm sewers. This detention
' pond is referred to as Pond 2 in this study.
The drainage area consists of approximately 3.4 acres with a weighted CN of 92 and a
time of concentration of 5 minutes.
Refer to Appendix B for details on the calculations or weighted curve numbers and time
' of concentration for this basin.
Detention Pond 2
' This detention pond will be designed as a wet detention system. The lower portion of
the pond will collect runoff from a 1.0" rainfall and detain it over a 2 to 5 day period.
Bleed down of the water quality volume will be achieved through means of an orifice.
The orifices and weirs that will provide the necessary storm water detention will be
placed so that flows to the Swannanoa River do not exceed flows calculated from the
existing conditions. Please refer to Appendix E for detailed calculations.
,A summary of the outlet control structure for Pond 2 is provided below:
' 1.75" diameter orifice at elevation 2008.00 (water quality)
1'-6" rectangular weir at elevation 2008.65 (detention)
5' rectangular weir at elevation 2009.00 (detention)
20' rectangular weir at elevation 2010.00 (emergency overflow)
Top of pond berm at elevation 2011.00
A detail of this outlet control structure can be found in Appendix D.
Basin 3 (to pond)
This basin includes a 19,406 s.f. anchor store, a 5,200 s.f. shops building, and
Outparcel 2. Storm water runoff from this basin will be directed to an excavated wet
Riverbend Marketplace 4 Asheville, Buncombe County, NC
detention pond located within the basin. Flows will be directed to the pond through a
' system of curbs, catch basins and storm sewers. Until the Outparcel 2 portion is
developed, storm water runoff will flow to the pond from this area via overland flow.
This detention pond is referred to as Pond 3 in this study.
For purposes of this study, it has been assumed that Outparcel 3 is fully developed.
Both detention and water quality treatment are provided by Pond 3.
The drainage area consists of approximately 4.4 acres with a weighted CN of 92 and a
time of concentration of 5 minutes. Refer to Appendix B for details on the calculations
or weighted curve numbers and time of concentration for this basin.
Detention Pond 3
This detention pond will be designed as a wet detention system. The lower portion of
the pond will collect runoff from a 1.0" rainfall and detain it over a 2 to 5 day period.
Bleed down of the water quality volume will be achieved through means of an orifice.
The orifices and weirs that will provide the necessary storm water detention will be
placed so that flows to the Swannanoa River do not exceed flows calculated from the
existing conditions.
A summary of the outlet control structure for Pond 3 is provided below:
1.5" diameter orifice at elevation 2010.00 (water quality)
12" diameter orifice at elevation 2013.50 (detention)
20' rectangular weir at elevation 2019.00 (emergency overflow)
' Top of pond berm at elevation 2020.00
A detail of this outlet control structure can be found in Appendix D.
Future Development Basin 4(to pond)
This basin includes the 14.3-acre Phase II portion of the development. Stormwater
flows on the access road through the site will reach Pond 4 through inlets, piping and a
diversion channel. Stormwater runoff from elsewhere in the basin will flow overland to
Pond 4. The wet detention system discussed herein provides detention for this portion
of the site assuming that the site is graded and vegetation is re-established. Additional
on-site detention for this portion will have to be provided as dictated by the future
development.
The drainage area consists of approximately 14.3 acres with a weighted CN of 75 and a
time of concentration of 26.2 minutes. Refer to Appendix B for details on the
calculations or weighted curve numbers and time of concentration for this basin.
Additional detention may be required for this urban village development once plans are
finalized if it is determined that the intensity of development assumed in this report has
has been exceeded.
Riverbend Marketplace 5 Asheville, Buncombe County, NC
Detention Pond 4
This detention pond will be designed as a wet detention system. The lower portion of
the pond will collect runoff from a 1.0" rainfall and detain it over a 2 to 5 day period.
Bleed down of the water quality volume will be achieved through means of an orifice.
The orifices and weirs that will provide the necessary storm water detention will be
' placed so that flows to the Swannanoa River do not exceed flows calculated from the
existing conditions.

A summary of the outlet control structure for Pond 4 is provided below:
2.5" diameter orifice at elevation 2060.00 (water quality)
8" diameter orifice at elevation 2061.60 (detention)
20' rectangular weir at elevation 2069.00 (emergency overflow)
Top of pond berm at elevation 2070.00
A detail of this outlet control structure can be found in Appendix D.
Offsite Flow (bypass)
This flow is comprised of the offsite basin that is directed to Basin 1 via a culvert and
existing stream system. This flow supplies water to the previously discussed wetlands.
No changes are planned to this flow or the wetland area. Downstream of the wetlands,
flow will be conveyed directly to the River, consistent with the current flow pattern.
The offsite drainage area consists of 37 acres with a weighted CN of 55 and a time of
concentration of 24.3 minutes. Refer to Appendix B for details on the calculations or
weighted curve numbers and time of concentration for this basin. The following table
presents the flows predicted from the offsite basin.

OFFSITE BASIN BYPASS
Storm Year Peak Discharge From Bypass Basin
cfs
2 12.7
5 37.8
10 68.1
25 83.3
50 105.6
100 132.5
Riverbend Marketplace 6 Asheville, Buncombe County, NC
Summary of Peak Discharges
The following tables represent the peak discharges at each pond. The peak discharges
from the above ground detention systems will be added to the bypass peak discharge at
the design point. The summation of these discharges will represent the
post-development peak discharge rate.
The following tables represent the post-development peak discharge for each detention
pond.
BASIN 1- POND 1 ROUT ING DATA
Storm Year Peak
Discharge Into
Pond 1 cfs Peak Storage
in Pond 1
c Peak Water
Surface
Elevation (ft) Peak
Discharge Out
of Pond 1 cfs
2 165.8 208,922 2007.34 64.8
5 231.6 265,486 2007.93 123.2
10 291.4 308,785 2008.36 172.8
25 318.4 325,937 2008.53 193.7
50 356.2 348,215 2008.75 222.0
100 399.2 372,133 2008.99 253.8
BASIN 2 - POND 2 ROUTING DATA
Storm Year Peak
Discharge Into
Pond 2 cfs Peak Storage
in Pond 2
c Peak Water
Surface
Elevation (ft) Peak
Discharge Out
of Pond 2 cfs
2 15.3 17,619 2009.18 3.1
5 21.2 22,581 2009.50 9.1
10 26.5 26,102 2009.72 14.7
25 28.9 27,410 2009.80 16.9
50 32.2 29,080 2009.91 20.1
100 36.0 30,641 2010.00 25.2
BASIN 3 - POND 3 ROUTING DATA
Storm Year Peak
Discharge Into
Pond 3 cfs Peak Storage
in Pond 3
c Peak Water
Surface
Elevation (ft) Peak
Discharge Out
of Pond 3 cfs
2 19.8 30,643 2016.20 5.8
5 27.4 36,751 2016.98 6.7
10 34.2 42,480 2017.70 7.4
25 37.4 45,112 2018.03 7.8
50 41.7 48,901 2018.43 8.1
100 46.6 53,334 2018:89 8.5
Riverbend Marketplace 7 Asheville, Buncombe County, NC
FU TURE DEVEOLPEMENT BASIN - P OND 4 ROUTING DATA
Storm Year Peak
Discharge Into
Pond 4 cfs Peak Storage
in Pond 4
c Peak Water
Surface
Elevation ft Peak
Discharge Out
of Pond 4 cfs
2 19.5 57,855 2063.53 2.4
5 32.7 84,457 2065.11 3.4
10 45.7 112,942 2066.34 3.9
25 51.7 126,696 2066.93 4.2
50 60.3 146,563 2067.79 4.5
100 70.2 169,979 2068.81 4.9
TOTAL DISCHARGE
Storm
Year Pond 1
(cfs) Pond 2
(cfs) Pond 3
(cfs) Pond 4
(cfs) Bypass
(cfs) Total
Discharge
cfs
2 64.8 3.1 5.8 4.2 12.7 87.5
5 123.2 9.1 6.7 6.1 37.8 176.1
10 172.8 14.7 7.4 7.4 68.1 260.5
25 193.7 16.9 7.8 7.8 83.3 298.6
50 222.0 20.1 8.1 8.8 105.6 351.8
100 253.8 25.2 8.5 12.5 132.5 412.8
Please note that the total discharge is not necessarily the summation of the peak
discharges from each hydrograph. It represents the summation of discharges at each
time interval.
Riverbend Marketplace
8 Asheville, Buncombe County, NC
IV. Summary
The total post-developed peak flows for each of the design storms are less than the
pre-developed flows at the Study Point, as summarized in the following table.
PRE-D EVELOPED vs POST-DEVELOPED PEAK FLOW
Storm Year Pre-Development
cfs Post-Development
cfs Net Decrease (cfs)
2 100.6 87.5 13.1
5 179.2 176.1 3.1
10 260.7 260.5 0.2
25 299.5 298.6 0.9
50 355.1 351.8 3.3
100 420.3 412.8 7.5

Riverbend Marketplace 9 Asheville, Buncombe County, NC
Appendix A
Drainage Area Maps
- Pre-Developed
- Post-Developed
gve4wb ML

? Npo5t- Develu?u??'??-
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Appendix B
Weighted Curve Number
and
Time of Concentration
Curve Number Determination
¦ Pre-Development Conditions
Existing Basin
Area = 62 acres, (43 acres developed)
Undeveloped CN - 55
' Industrial development CN - 88
Weighted CN value = 78
' Offsite Basin
Undeveloped CN - 55
Weighted CN value = 55
Post-Development Conditions
Basin 1
Area = 39.8 acres, (83% developed)
Commercial development CN - 92
Weighted CN value = 91
Basin 2
Area = 3.4 acres
Commercial development CN - 92
Weighted CN value = 92
Basin 3
Area = 4.4 acres
Commercial development CN - 92
' Weighted CN value = 92
Basin 4
Area = 14.3 acres
Mixed Use/Urban Village development CN - 75
Weighted CN value = 75

TR55 Tc Worksheet
Hyd. No. I
Existing Basin ? Yc dcve(OerAcrx'?-
Storm frequency = yrs
Sheet Flow
Manning's n-value = 0.400
Flow length = 200.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 10.0 %
Travel Time ........................................ = 18.3 min
Shallow Concentrated Flow
Flow length = 2800 ft
Watercourse slope = 5.0 %
Surface description = Unpaved
Average velocity = 3.61 ft/s
Travel Time .................... .................... = 12.9 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... = min
Total Travel Time, Tc ........................ = 31.2 min
Page 1
Hydraflow Hydrographs by Intelisolve
s
TR55 Tc Worksheet
Hyd. No. 2
Offsite Pre dcvGlcgrne ^
Storm frequency = yrs
Sheet Flow
Manning's n-value = 0.400
Flow length = 200.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 10.0 %
Travel Time .................... .................... = 18.3 min
Shallow Concentrated F low
Flow length = 1300 ft
Watercourse slope = 5.0 %
Surface description = Unpaved
Average velocity = 3.61 ft/s
Travel Time .................... .................... = 6.0 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... = min
Total Travel Time, Tc ........................ = 24.3 min
Page 1
Hydraflow Hydrographs by Intelisolve

Time of Concentration Values - Post Development
Conservative values were chosen for Basin 1 thru 3 for the developed condition.
Tc
Basin 1 10 min.
Basin 2 5 min.
Basin 3 5 min.
I Basin 4 26.2 min (see page to follow for details)

TR55 Tc Worksheet
Hyd. No. 9
Proposed Future (basin 4)
Storm frequency = yrs
Sheet Flow
Manning's n-value = 0.240
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.75 in
Land slope = 5.0 %
Travel Time ........................................ = 22.0 min
Shallow Concentrated Flow
Flow length = 900 ft
Watercourse slope = 5.0 %
Surface description = Unpaved
Average velocity = 3.61 ft/s
Travel Time ........................................ = 4.2 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ = min
Total Travel Time, Tc ........................ = 26.2 min
Page 1
Hydraflow Hydrographs by Intelisolve

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite pcvclofiney-v?r
Storm frequency= yrs
Sheet Flow
Manning's n-value = 0.400
Flow length = 200.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 10.0 %
Travel Time ........................................ = 18.3 min
Shallow Concentrated Flow
Flow length = 1300 ft
Watercourse slope = 5.0 %
Surface description = Unpaved
Average velocity = 3.61 ft/s
Travel Time ........................................ = 6.0 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... = min
Total Travel Time, Tc ........................ = 24.3 min

Appendix C

Hydraflow Hydrographs 2002 Computer Output
Nodal Diagram
Return Period Recap
Hydrograph Summary Reports
Reservoir Reports
o Complete Hydrograph Reports with Graphs
z
a
s
Hydraflow Hydrographs Diagram Project: 02124_R3_denr.gpw 102-02-2004

C
L

L
Hydrograph Return Period Recap
Page 1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff 89.85 144.87 198.07 222.68 257.40 297.34 Existing Basin
2 SCS Runoff 10.78 34.40 63.71 78.47 100.31 126.66 Offsite
4 Combine 1, 2, 100.59 - 179.22 260.71 299.49 355.14 420.30 Total predevelopment
6 SCS Runoff 165.85 - 231.61 291.43 318.48 356.22 399.20 Proposed Basin 1
7 SCS Runoff 15.33 21.16 26.46 28.86 32.20 36.01 Proposed Basin 2
8 SCS Runoff 19.84 27.39 34.24 37.35 41.67 46.60 Proposed Basin 3
9 SCS Runoff 19.53 32.73 45.68 51.72 60.27 70.15 Proposed Future (basin 4)
10 SCS Runoff 12.68 37.82 68.12 83.26 105.58 132.45 Offsite (bypass) post development
13 Reservoir 7 3.12 9.12 14.67 16.94 20.14 25.16 Route Pond 2
14 Reservoir 8 5.76 6.68 7.44 7.76 8.13 8.54 Route Pond 3
15 Reservoir 9 2.42 3.36 3.94 4.19 4.52 4.89 Route Pond 4
16 Reservoir 6 64.78 123.22 172.75 193.65 221.97 253.78 Route Pond 1
17 Combine 10, 13, 1 15- 87.50 176.10 260.49 298.55 351.76 412.76 Total post-development
a
Proj. file: 02124_R3_denr.gpw I Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 89.85 2 734 394,415 - Existing Basin
2 SCS Runoff 10.78 2 732 72,778 - Offsite
4 Combine 100.59 2 734 467,194 1, 2, Total predevelopment
6 SCS Runoff 165.85 2 720 442,666 - Proposed Basin 1
7 SCS Runoff 15.33 2 716 32,728 - Proposed Basin 2
8 SCS Runoff 19.84 2 716 42,354 - Proposed Basin 3
9 SCS Runoff 19.53 2 730 73,847 - Proposed Future (basin 4)
10 SCS Runoff 12.68 2 732 79,444 - Offsite (bypass) post development
13 Reservoir 3.12 2 726 27,312 7 2009.18 17,619 Route Pond 2
14 Reservoir 5.76 2 724 524,215 8 2016.20 30,643 Route Pond 3
15 Reservoir 2.42 2 784 94,061 9 2063.53 57,855 Route Pond 4
16 Reservoir 64.78 2 732 386,523 6 2007.34 208,922 Route Pond 1
17 Combine 87.50 2 732 1,111,562 10, 13, 14, 15, 16- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 2 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve
I I
I
fl
I I

n

n
H

s

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 144.87 2 732 627,593 - Existing Basin
2 SCS Runoff 34.40 2 730 162,942 - Offsite
4 Combine 179.22 2 732 790,535 1, 2, Total predevelopment
6 SCS Runoff 231.61 2 720 629,732 - Proposed Basin 1
7 SCS Runoff 21.16 2 716 46,186 - Proposed Basin 2
8 SCS Runoff 27.39 2 716 59,770 - Proposed Basin 3
9 SCS Runoff 32.73 2 728 121,022 - Proposed Future (basin 4)
10 SCS Runoff 37.82 2 730 173,427 - Offsite (bypass) post development
13 Reservoir 9.12 2 722 40,686 7 2009.50 22,581 Route Pond 2
14 Reservoir 6.68 2 724 530,352 8 2016.98 36,751 Route Pond 3
15 Reservoir 3.36 2 794 139,162 9 2065.11 84,457 Route Pond 4
16 Reservoir 123.22 2 728 573,058 6 2007.93 265,486 Route Pond 1
17 Combine 176.10 2 730 1,456,688 10, 13, 14, 15, 16- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 5 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve

r

C

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
now
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 198.07 2 732 855,000 - Existing Basin
2 SCS Runoff 63.71 2 730 265,751 - Offsite
4 Combine 260.71 2 732 1,120,751 1, 2, Total predevelopment
6 SCS Runoff 291.43 2 720 803,520 - Proposed Basin 1
7 SCS Runoff 26.46 2 716 58,657 - Proposed Basin 2
8 SCS Runoff 34.24 2 716 75,909 - Proposed Basin 3
9 SCS Runoff 45.68 2 728 167,706 - Proposed Future (basin 4)
10 SCS Runoff 68.12 2 730 279,505 - Offsite (bypass) post development
13 Reservoir 14.67 2 722 53,097 7 2009.72 26,102 Route Pond 2
14 Reservoir 7.44 2 724 536,666 8 2017.70 42,480 Route Pond 3
15 Reservoir 3.94 2 806 183,802 9 2066.34 112,942 Route Pond 4
16 Reservoir 172.75 2 728 746,471 6 2008.36 308,785 Route Pond 1
17 Combine 260.49 2 728 1,799,543 10, 13, 14, 15, 16-- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 10 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve

I Hydrograph Summary Report

Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 222.68 2 732 961,306 - Existing Basin
2 SCS Runoff 78.47 2 730 317,487 - Offsite
4 Combine 299.49 2 732 1,278,793 1, 2, Total predevelopment
6 SCS Runoff 318.48 2 720 882,965 - Proposed Basin 1
7 SCS Runoff 28.86 2 716 64,351 - Proposed Basin 2
8 SCS Runoff 37.35 2 716 83,278 - Proposed Basin 3
9 SCS Runoff 51.72 2 728 189,682 - Proposed Future (basin 4)
10 SCS Runoff 83.26 2 730 332,645 - Offsite (bypass) post development
13 Reservoir 16.94 2 722 58,769 7 2009.80 27,410 Route Pond 2
14 Reservoir 7.76 2 724 539,705 8 2018.03 45,112 Route Pond 3
15 Reservoir 4.19 2 810 204,836 9 2066.93 126,696 Route Pond 4
16 Reservoir 193.65 2 728 825,769 6 2008.53 325,937 Route Pond 1
17 Combine 298.55 2 728 1,961,725 10, 13, 14, 15, 16- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 25 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 257.40 2 732 1,112,469 - Existing Basin
2 SCS Runoff 100.31 2 730 394,295 - Offsite
4 Combine 355.14 2 732 1,506,765 1, 2, Total predevelopment
6 SCS Runoff 356.22 2 720 994,523 - Proposed Basin 1
7 SCS Runoff 32.20 2 716 72,343 - Proposed Basin 2
8 SCS Runoff 41.67 2 716 93,620 - Proposed Basin 3
9 SCS Runoff 60.27 2 728 221,056 - Proposed Future (basin 4)
10 SCS Runoff 105.58 2 730 411,325 - Offsite (bypass) post development
13 Reservoir 20.14 2 720 66,731 7 2009.91 29,080 Route Pond 2
14 Reservoir 8.13 2 726 544,109 8 2018.43 48,901 Route Pond 3
15 Reservoir 4.52 2 816 234,902 9 2067.79 146,563 Route Pond 4
16 Reservoir 221.97 2 728 937,143 6 2008.75 348,215 Route Pond 1
17 Combine 351.76 2 728 2,194,210 10, 13, 14, 15, 16- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 50 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 297.34 2 732 1,287,913 - Existing Basin
2 SCS Runoff 126.66 2 730 487,469 - Offsite
4 Combine 420.30 2 732 1,775,381 1, 2, Total predevelopment
6 SCS Runoff 399.20 2 720 1,122,390 - - Proposed Basin 1
7 SCS Runoff 36.01 2 716 81,497 - Proposed Basin 2
8 SCS Runoff 46.60 2 716 105,467 - Proposed Basin 3
9 SCS Runoff 70.15 2 728 257,619 - Proposed Future (basin 4)
10 SCS Runoff 132.45 2 730 506,513 - Offsite (bypass) post development
13 Reservoir 25.16 2 720 75,857 7 2010.00 30,641 Route Pond 2
14 Reservoir 8.54 2 726 549,411 8 2018.89 53,334 Route Pond 3
15 Reservoir 4.89 2 822 270,036 9 2068.81 169,979 Route Pond 4
16 Reservoir 253.78 2 728 1,064,837 6 2008.99 372,133 Route Pond 1
17 Combine 412.76 2 728 2,466,654 10, 13, 14, 15, 16- Total post-development
s
Proj. file: 02124_R3_denr.gpw Return Period: 100 yr Run date: 02-02-2004
Hydraflow Hydrographs by Intelisolve
Reservoir Report
Reservoir No. 4 - Pond 4
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Page 1
Hydraflow Hydrographs by Intelisolve
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (tuft)
0.00 2060.00 13,235 0 0
5.00 2065.00 19,567 82,005 82,005
10.00 2070.00 26,645 115,530 197,535
Culvert / Orifice Structures Weir Structu res
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 2.5 8.0 0.0 0.0 Crest Len ft = 20.00 0.00 0.00 0.00
Span in = 2.5 8.0 0.0 0.0 Crest El. ft = 2069.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El. ft = 2060.00 2061. 60 0.00 0.00 Weir Type = Rect - - -
Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope % = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
ft tuft ft cfs
0.00 0 2060.00 0.00
5.00 82,005 2065.00 0.36
10.00 197,535 2070.00 0.52
Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 - - - - 0.00
2.94 - - 0.00 - - - - 3.31
4.77 - - 66.60 - - - - 71.89
s
Reservoir Repoft
Page 1
Reservoir No. 1 - Pond 1 Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on kno wn contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 2005.00 82,012 0 0
1.00 2006.00 89,545 85,779 85,779
2.00 2007.00 91,433 90,489 176,268
3.00 2008.00 99,487 95,460 271,728
4.00 2009.00 104,401 101,944 373,672
5.00 2010.00 109,355 106,878. 480,550
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 3.0 0.0 0.0 0.0 Crest Len ft = 18.00 0.00 36.00 0.00
Span in = 3.0 0.0 0.0 0.0 Crest El. ft = 2006.25 0.00 2009.00 0.00
No. Barrels = 3 0 0 0 Weir Coeff. = 3.10 3.33 3.10 0.00
Invert El. ft = 2005.00 0.00 0.00 0.00 Weir Type = Rect - Rect -
Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope % = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No Exfiltration Ra te = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
ft cult ft cfs
0.00 0 2005.00 0.00
1.00 85,779 2006.00 0.66
2.00 176,268 2007.00 0.97
3.00 271,728 2008.00 1.20
4.00 373,672 2009.00 1.40
5.00 480,550 2010.00 1.57
Note: All outflows have been analyzed under inlet and outlet control.
Civ B Civ C Clv D Wr A Wr B Wr C Wr D ExfiI Total
cfs cfs cfs cis cfs cfs cfs cis cis
- - - 0.00 - 0.00 - - 0.00
- - - 0.00 - 0.00 - - 0.66
- - - 36.24 - 0.00 - - 37.21
- - - 129.18 - 0.00 - - 130.38
- - - 254.47 - 0.00 - - 255.86
- - - 405.21 - 111.60 - - 518.38
s
Reservoir Report Fago 1
Reservoir No. 2 - Pond 2 Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Conic method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 2008.00 14,196 0 0
1.00 2009.00 15,289 14,738 14,738
2.00 2010.00 16,378 15,829 30,566
3.00 2011.00 17,524 16,946 47,513
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 1.8 0.0 0.0
Span in = 1.8 0.0 0.0
No. Barrels = 1 0 0
Invert El. ft = 2008.00 0.00 0.00
Length ft = 0.0 0.0 0.0
Slope % = 0.00 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multistage = n/a No No
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft tuft ft cfs
0.00 0 2008.00 0.00
1.00 14,738 2009.00 0.08
2.00 30,566 2010.00 0.11
3.00 47,513 2011.00 0.14
Weir Structures
[D] [A] [B] [C] [D]
0.0 Crest Len ft = 1.50 5.00 20.00 0.00
0.0 Crest El. ft = 2008.65 2009.00 2009.90 0.00
0 Weir Coeff. = 3.10 3.10 3.10 0.00
0.00 Weir Type = Rect Red Rect -
0.0 Multi-Stage = No No No No
0.00
.000
0.00
No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs US cfs
- - - 0.00 0.00 0.00 - - 0.00
- - - 0.96 0.00 0.00 - - 1.04
- - - 7.29 15.50 1.96 - - 24.87
- - - 16.75 43.84 71.53 - - 132.26
2
Reservoir Report Page 1
Reservoir No. 3 - Pond 3 Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on kno wn contour areas. Average end area m ethod used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 2010.00 3,130 0 0
2.00 2012.00 3,722 6,852 6,852
4.00 2014.00 5,672 9,394 16,246
6.00 2016.00 7,110 12,782 29,028
8.00 2018.00 8,680 15,790 44,818
10.00 2020.00 10,376 19,056 63,874
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 1.5 12.0 0.0
Span in = 1.5 12.0 0.0
No. Barrels = 1 1 0
Invert El. ft = 2010.00 2013.50 0.00
Length ft = 0.0 0.0 0.0
Slope % = 0.00 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multi-Stage = n/a No No
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 2010.00 0.00
2.00 6,852 2012.00 0.08
4.00 16,246 2014.00 0.12
6.00 29,028 2016.00 0.14
8.00 44,818 2018.00 0.17
10.00 63,874 2020.00 0.19
Weir Structures
[D] [A] [B] [C] [D]
0.0 Crest Len ft = 20.00 0.00 0.00 0.00
0.0 Crest El. ft = 2019.00 0.00 0.00 0.00
0 Weir Coeff. = 3.10 3.33 0.00 0.00
0.00 Weir Type = Rect - - -
0.0 Multi-Stage = No No No No
0.00
.000
0.00
No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExfiI Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 - - - - 0.00
0.00 - - 0.00 - - - - 0.08
0.95 - - 0.00 - - - - 1.06
5.35 - - 0.00 - - - - 5.49
7.56 - - 0.00 - - - - 7.73
9.26 - - 62.00 - - - - 71.45
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
65.00 ac
0.0%
TR55
3.70 in
24 hrs
Peak discharge = 89.85 cfs
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 394,415 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 69.19
12.10 76.15
12.13 82.13
12.17 86.72
12.20 89.47
12.23 89.85 <<
12.27 87.92
12.30 84.48
12.33 80.39
12.37 76.11
12.40 71.66
End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
49.00 ac
0.0%
TR55
3.70 in
24 hrs
Peak discharge = 10.78 cfs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.10 8.10
12.13 9.44
12.17 10.38
12.20 10.78 <<
12.23 10.74
12.27 10.50
12.30 10.19
12.33 9.83
12.37 9.41
12.40 8.92
12.43 8.38
...End
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 72,778 cuft
s
Hydrograph Report
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 1, 2
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 100.59 cfs
Time interval = 2 min
Hydrograph Volume = 467,194 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.07 69.19 6.63
12.10 76.15 8.10
12.13 82.13 9.44
12.17 86.72 10.38
12.20 89.47 10.78 <<
12.23 89.85 << 10.74
12.27 87.92 10.50
12.30 84.48 10.19
12.33 80.39 9.83
12.37 76.11 9.41
12.40 71.66 8.92
Outflow
(cfs)
75.82
84.25
91.57
97.11
100.25
100.59 <<
98.42
94.67
90.22
85.52
80.58
...End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
43.30 ac
0.0%
USER
3.70 in
24 h rs
Peak discharge = 165.85 cfs
Time interval = 2 min
Curve number = 91
Hydraulic length = 0 ft
Time of conc. (Tc) = 10 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 442,666 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 137.73
11.97 156.58
12.00 165.85 <<
12.03 161.47
12.07 144.85
End

Hydrograph Report
Page 1
HydraFlow Hydrographs by Intelisolve
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
3.40 ac
0.0%
USER
3.70 in
24 h rs
Peak discharge = 15.33 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 32,728 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 13.54
11.93 15.33 <<
11.97 14.79
12.00 11.59
End
s
Hydrograph Report
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
4.40 ac
0.0%
USER
3.70 in
24 h rs
Page 1
Hydraflow Hydrographs by Intellsolve
Peak discharge = 19.84 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 42,354 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 17.52
11.93 19.84 <<
11.97 19.14
12.00 14.99
...End
f
Hydrograph Report
Page 1
Hydraflow Hydregraphs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Peak discharge = 19.53 cfs
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
2 min
75
Oft
26.16218 min
Type II
484
Hydrograph Volume = 73,847 cult
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
12.03 15.59
12.07 17.33
12.10 18.67
12.13 19.45
12.17 19.53 <<
12.20 18.89
12.23 17.79
12.27 16.50
12.30 15.17
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
49.00 ac
0.0%
TR55
3.70 in
24 hrs
Peak discharge = 12.68 cfs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.10 9.83
12.13 11.31
12.17 12.31
12.20 12.68 <<
12.23 12.56
12.27 12.21
12.30 11.80
12.33 11.32
12.37 10.77
12.40 10.15
End
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 79,444 cuft
0
Hydrograph Report
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 7
Max. Elevation = 2009.18 ft
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 3.12 cfs
= 2 min
= Pond 2
= 17,619 cuft
Storage Indication method used. Outflow hydrograph volume = 27,312 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B C1v C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.03 7.28 2009.16 0.08 - - - 1.70 1.04 - -- - 2.82
12.07 3.99 2009.18 0.08 - - - 1.80 1.22 - - - 3.10
12.10 2.48 2009.18 << 0.08 - - - 1.81 1.23 - - - 3.12 <<
12.13 2.03 2009.18 0.08 - - - 1.78 1.17 - -- - 3.03
12.17 1.95 2009.17 0.08 - - - 1.74 1.10 - -- - 2.93
12.20 1.87 2009.16 0.08 - - - 1.70 1.04 - ----- - 2.82
12.23 1.79 2009.15 0.08 - - - 1.67 0.97 - ----- -- 2.72
12.27 1.70 2009.15 0.08 - - - 1.63 0.91 - - -- 2.63
12.30 1.62 2009.14 0.08 - - - 1.60 0.85 - - -- 2.53
12.33 1.54 2009.13 0.08 - - - 1.57 0.79 - - - 2.43
12.37 1.46 2009.13 0.08 - - - 1.53 0.73 - - - 2.34
... End
0
Hydrograph Report
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 8
Max. Elevation = 2016.20 ft
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 5.76 cfs
= 2 min
= Pond 3
= 30,643 cuft
Storage Indication method used. Outflow hydrograph volume = 524,215 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 17.52 2015.35 0.14 4.39 4.53
11.93 19.84 << 2015.61 0.14 4.80 - - - -- - - - 4.94
11.97 19.14 2015.88 0.14 5.19 - - - --- -- - --- 5.33
12.00 14.99 2016.08 0.14 5.45 - - - -- --- --- - 5.60
12.03 9.42 2016.18 0.15 5.58 - - - - -- -- -- 5.73
12.07 5.16 2016.20 << 0.15 5.61 - - - ----- --- -- -- 5.76 <<
12.10 3.21 2016.18 0.15 5.58 - - - -- --- - - 5.73
12.13 2.63 2016.14 0.15 5.53 -- - - - - ----- -- 5.67
12.17 2.52 2016.09 0.15 5.47 - - - - - - - 5.61
12.20 2.42 2016.05 0.14 5.41 - - - ----- - - - 5.55
12.23 2.31 2016.00 0.14 5.34 - - - - -- - - 5.49
12.27 2.21 2015.94 0.14 5.26 - - - -- -- - - 5.40
12.30 2.10 2015.88 0.14 5.18 - - - - - - - 5.32
12.33 1.99 2015.82 0.14 5.09 - - -- -- --- - - 5.23
12.37 1.88 2015.75 0.14 5.01 - - - - --- - - 5.15
12.40 1.78 2015.69 0.14 4.92 - - - - - - - 5.06
12.43 1.67 2015.63 0.14 4.83 - - - - -- -- - 4.97
12.47 1.56 2015.57 0.14 4.73 - - - - - - - 4.87
12.50 1.45 2015.51 0.14 4.64 - - -- - - - ----- 4.78
12.53 1.35 2015.44 0.14 4.54 - - - -- -- - - 4.68
12.57 1.28 2015.38 0.14 4.44 - - - - ---- - - 4.58
12.60 1.23 2015.32 0.14 4.34 - - - -- - - - 4.48
12.63 1.20 2015.26 0.13 4.24 - - - - - - - 4.38
s
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
' Hyd. No. 15
Route Pond 4
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 9
Max. Elevation = 2063.53 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
= 2.42 cfs
= 2 min
= Pond 4
= 57,855 tuft
Outflow hydrograph volume = 94,061 tuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.27 16.50 2062.88 0.27 1.63 - - - -- - - - 1.90
12.30 15.17 2062.99 0.28 1.72 - -- - - - - - 2.00
12.33 13.82 2063.08 0.28 1.79 - - - - - - 2.07
12.37 12.46 2063.16 0.29 1.85 - - - - -- - - 2.14
12.40 11.09 2063.23 0.29 1.90 - - - - - -- - 2.19
12.43 9.75 2063.29 0.29 1.95 - - - - -- - - 2.24
12.47 8.44 2063.34 0.29 1.98 - -- ---- - - -- - 2.28
12.50 7.20 2063.38 0.30 2.01 - - - - - - - 2.31
12.53 6.09 2063.41 0.30 2.04 - - - - - - - 2.33
12.57 5.17 2063.43 0.30 2.05 - - - - - - - 2.35
12.60 4.50 2063.45 0.30 2.07 - -- - - - - - 2.37
12.63 4.09 2063.47 0.30 2.08 - - - - - - - 2.38
12.67 3.83 2063.48 0.30 2.09 - - - - - - - 2.39
12.70 3.65 2063.49 0.30 2.09 - - - - - - - 2.40
12.73 3.47 2063.50 0.30 2.10 - - - - - - - 2.40
12.77 3.31 2063.50 0.30 2.10 - - - - - - - 2.41
12.80 3.17 2063.51 0.30 2.11 - - - - - - - 2.41
12.83 3.04 2063.51 0.30 2.11 - - - - - - - 2.41
12.87 2.92 2063.52 0.30 2.11 - - - - - - - 2.42
12.90 2.81 2063.52 0.30 2.12 - - - - - - - 2.42
12.93 2.72 2063.52 0.30 2.12 - - - - - - - 2.42
12.97 2.63 2063.53 0.30 2.12 - - - - - - - 2.42
13.00 2.56 2063.53 0.30 2.12 - - - - - - - 2.42
13.03 2.49 2063.53 0.30 2.12 - - - - - - - 2.42
13.07 2.43 2063.53 << 0.30 2.12 - - - - - - - 2.42 <<
13.10 2.37 2063.53 0.30 2.12 - - - - - - - 2.42
13.13 2.32 2063.53 0.30 2.12 - - - - - - - 2.42
13.17 2.27 2063.53 0.30 2.12 - - - - - - - 2.42
13.20 2.22 2063.52 0.30 2.12 - - - - - - - 2.42
13.23 2.17 2063.52 0.30 112 - - - - - - - 2.42
13.27 2.13 2063.52 0.30 2.12 -- - - - - -- - 2.42
13.30 2.09 2063.52 0.30 2.11 - - - - - - - 2.42
13.33 2.05 2063.52 0.30 2.11 - - - - -- - - 2.42
13.37 2.01 2063.51 0.30 2.11 - -- - - - -- - 2.41
13.40 1.98 2063.51 0.30 2.11 - - - - - - - 2.41
13.43 1.94 2063.51 0.30 2.11 - -- - - - ----- - 2.41
13.47 1.91 2063.50 0.30 2.11 - - - - - -- - 2.41
13.50 1.87 2063.50 0.30 2.10 - -- - --- - --- --- 2.41
Continues on next page...
Route Pond 4
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B C1v C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.53 1.84 2063.50 0.30 2.10 - -- - - -- - - 2.40
13.57 1.81 2063.49 0.30 2.10 - - - - - - - 2.40
13.60 1.78 2063.49 0.30 2.09 - - - - - - - 2.40
13.63 1.75 2063.48 0.30 2.09 - - - - - - - 2.39
13.67 1.73 2063.48 0.30 2.09 - -- - - -- - - 2.39
13.70 1.70 2063.47 0.30 2.08 - - - - - - - 2.38
13.73 1.67 2063.47 0.30 2.08 - - - - - - - 2.38
13.77 1.65 2063.46 0.30 2.08 - - - - - - - 2.38
13.80 1.62 2063.46 0.30 2.07 - - - - - - - 2.37
13.83 1.60 2063.45 0.30 2.07 - - - - - - - 2.37
13.87 1.57 2063.45 0.30 2.06 - - - - - - - 2.36
13.90 1.55 2063.44 0.30 2.06 - - - - -- - - 2.36
13.93 1.52 2063.43 0.30 2.05 - - - - - - - 2.35
13.97 1.50 2063.43 0.30 2.05 - - - -- - - - 2.35
14.00 1.48 2063.42 0.30 2.05 - - - - -- - - 2.34
14.03 1.46 2063.42 0.30 2.04 - --- - -- --- - - 2.34
14.07 1.43 2063.41 0.30 2.04 - - - - -- - - 2.33
14.10 1.41 2063.40 0.30 2.03 - - -- - --- - -- 2.33
14.13 1.39 2063.40 0.30 2.03 - - - -- -- - -- 2.32
14.17 1.37 2063.39 0.30 2.02 - - -- - - - - 2.32
14.20 1.36 2063.38 0.30 2.02 - - - - -- - - 2.31
14.23 1.34 2063.37 0.30 2.01 - - -- -- - - - 2.31
14.27 1.32 2063.37 0.30 2.01 - - - - - - - 2.30
14.30 1.31 2063.36 0.30 2.00 - - - - - - --- 2.30
14.33 1.29 2063.35 0.30 1.99 - - - - - - - 2.29
14.37 1.28 2063.35 0.30 1.99 - - - - - - - 2.28
14.40 1.27 2063.34 0.29 1.98 - - - - - - - 2.28
14.43 1.26 2063.33 0.29 1.98 - - - - - - - 2.27
14.47 1.25 2063.32 0.29 1.97 - - - - - - - 2.27
14.50 1.24 2063.32 0.29 1.97 - - - - - - - 2.26
14.53 1.23 2063.31 0.29 1.96 - - -- - - - - 2.26
14.57 1.22 2063.30 0.29 1.96 - - - - - - - 2.25
14.60 1.22 2063.29 0.29 1.95 - - - - - - - 2.24
14.63 1.21 2063.29 0.29 1.95 - - - - - - - 2.24
14.67 1.20 2063.28 0.29 1.94 - - - - - - - 2.23
14.70 1.19 2063.27 0.29 1.93 - - ---- - - - - 2.23
1413 1.19 2063.26 0.29 1.93 - - - - - - - 2.22
14.77 1.18 2063.26 0.29 1.92 - - - - - - - 2.21
14.80 1.17 2063.25 0.29 1.92 - - - - - - - 2.21
14.83 1.17 2063.24 0.29 1.91 - - - - - - - 2.20
14.87 1.16 2063.23 0.29 1.91 - - - - - - - 2.20
14.90 1.15 2063.23 0.29 1.90 - - - - - - - 2.19
14.93 1.14 2063.22 0.29 1.90 - - - - - - - 2.18
14.97 1.14 2063.21 0.29 1.89 - - - - - - - 2.18
15.00 1.13 2063.20 0.29 1.88 - - - -- -- -- - 2.17
15.03 1.12 2063.20 0.29 1.88 - - - - - -- - 2.17
15.07 1.11 2063.19 0.29 1.87 - - --- -- - - -- 2.16
15.10 1.11 2063.18 0.29 1.87 - - -- ---- -- - -- 2.15
15.13 1.10 2063.17 0.29 1.86 - - - --- - - - 2.15
15.17 1.09 2063.16 0.29 1.86 - -- - - - - - 2.14
15.20 1.08 2063.16 0.29 1.85 - ----- --- --- -- - ---- 2.14
Continues on next page...
Route Pond 4
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.23 1.08 2063.15 0.29 1.84 - - - - - - -- 2.13
15.27 1.07 2063.14 0.29 1.84 - - - - - - - 2.12
15.30 1.06 2063.13 0.29 1.83 - - - - - - - 2.12
15.33 1.05 2063.13 0.29 1.83 - - - - - - - 2.11
15.37 1.05 2063.12 0.28 1.82 - - - - - - - 2.11
15.40 1.04 2063.11 0.28 1.82 - - - - - - - 2.10
15.43 1.03 2063.10 0.28 1.81 - - - - - - - 2.09
15.47 1.02 2063.09 0.28 1.80 - - - - - - - 2.09
15.50 1.01 2063.09 0.28 1.80 - - - - - - - 2.08
15.53 1.01 2063.08 0.28 1.79 -- - - - - - - 2.08
15.57 1.00 2063.07 0.28 1.79 - - - - - - - 2.07
15.60 0.99 2063.06 0.28 1.78 - - - --- - - - 2.06
15.63 0.98 2063.06 0.28 1.78 --- - - - - - -- 2.06
15.67 0.98 2063.05 0.28 1.77 - - - - - -- - 2.05
15.70 0.97 2063.04 0.28 1.76 -- - - - - - - 2.05
15.73 0.96 2063.03 0.28 1.76 - - - - -- - - 2.04
15.77 0.95 2063.02 0.28 1.75 - -- - - - -- -- 2.03
15.80 0.95 2063.02 0.28 1.75 - - - -- - - - 2.03
15.83 0.94 2063.01 0.28 1.74 - - - - - - - 2.02
15.87 0.93 2063.00 0.28 1.74 - - - - - - -- 2.01
15.90 0.92 2062.99 0.28 1.73 - - - - - - - 2.01
15.93 0.91 2062.98 0.28 1.72 - - - -- - - -- 2.00
15.97 0.91 2062.98 0.28 1.71 - -- - - - - - 1.99
16.00 0.90 2062.97 0.28 1.71 - - - - - - - 1.98
16.03 0.89 2062.96 0.28 1.70 - - - - - - - 1.98
16.07 0.88 2062.95 0.28 1.69 - - - - - - - 1.97
16.10 0.87 2062.94 0.28 1.68 - - - - - - -- 1.96
16.13 0.87 2062.94 0.28 1.68 - - - - - - - 1.95
16.17 0.86 2062.93 0.28 1.67 - - - - - - - 1.94
16.20 0.85 2062.92 0.28 1.66 - - - - - - - 1.94
16.23 0.85 2062.91 0.27 1.65 - - - -- - - -- 1.93
16.27 0.84 2062.91 0.27 1.65 - - - - - - -- 1.92
16.30 0.84 2062.90 0.27 1.64 - - - - - - - 1.91
16.33 0.83 2062.89 0.27 1.63 - - - - - - - 1.90
16.37 0.83 2062.88 0.27 1.62 -- - - - - - - 1.90
16.40 0.82 2062.87 0.27 1.62 - - - - - - - 1.89
16.43 0.82 2062.87 0.27 1.61 - - - - - - - 1.88
16.47 0.81 2062.86 0.27 1.60 - - - - - - - 1.87
16.50 0.81 2062.85 0.27 1.59 - - - - - - - 1.87
16.53 0.81 2062.84 0.27 1.59 - - - - - - - 1.86
16.57 0.80 2062.83 0.27 1.58 - - - - - - - 1.85
16.60 0.80 2062.83 0.27 1.57 -- - - - - - - 1.84
16.63 0.80 2062.82 0.27 1.57 - - - - - - - 1.84
16.67 0.80 2062.81 0.27 1.56 - - - - - - - 1.83
16.70 0.79 2062.80 0.27 1.55 - - - - - - - 1.82
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 6
Max. Elevation = 2007.34 ft
Peak discharge = 64.78 cfs
Time interval = 2 min
Reservoir name = Pond 1
Max. Storage = 208,922 cult
Storage Indication method used. Outflow hydregraph volume = 386,523 tuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.07 144.85 2007.15 1.01 - - - 47.69 - - - -- 48.70
12.10 121.48 2007.25 1.03 - - - 55.92 - -- - - 56.96
12.13 96.96 2007.31 1.05 - - - 61.20 - - - - 62.25
12.17 74.76 2007.34 1.06 -- -- -- 63.66 -- ----- - - 64.72
12.20 55.79 2007.34 << 1.06 - - - 63.73 - - - - 64.78 <<
12.23 40.97 2007.32 1.05 - - - 62.01 - - - - 63.06
12.27 31.28 2007.29 1.04 - - - 59.23 - - - - 60.27
12.30 26.32 2007.25 1.03 - - - 56.09 - - - ----- 57.12
12.33 24.22 2007.22 1.02 - - - 52.90 - - - - 53.93
12.37 23.09 2007.18 1.02 ----- - -- 49.97 - - - - 50.98
... End
0
Hydrograph Report
Hyd. No. 17
Total post-development
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 10, 13, 14, 15, 16
Page 1
HydraFlow Hydrographs by Intelisolve
Peak discharge = 87.50 cfs
Time interval = 2 min
Hydrograph Volume = 1,111,562 tuft
Hydrog raph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.07 8.14 3.10 5.76 << 0.92 48.70 66.62
12.10 9.83 3.12 << 5.73 1.12 56.96 76.76
12.13 11.31 3.03 5.67 1.34 62.25 83.60
12.17 12.31 2.93 5.61 1.54 64.72 87.11
12.20 12.68 << 2.82 5.55 1.67 64.78 << 87.50 <<
12.23 12.56 2.72 5.49 1.79 63.06 85.62
12.27 12.21 2.63 5.40 1.90 60.27 82.41
12.30 11.80 2.53 5.32 2.00 57.12 78.77
12.33 11.32 2.43 5.23 2.07 53.93 74.99
12.37 10.77 2.34 5.15 2.14 50.98 71.38
12.40 10.15 2.25 5.06 2.19 48.27 67.92
... End
1
Hydrograph Report
Hyd. No. 1
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
65.00 ac
0.0%
TR55
4.90 in
24 hrs
Page I
Hydraflow Hydrographs by Intelisolve
Peak discharge = 144.87 cfs
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 627,593 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 114.99
12.10 125.60
12.13 134.55
12.17 141.21
12.20 144.87 <<
12.23 144.79
12.27 141.13
12.30 135.16
12.33 128.21
12.37 120.99
12.40 113.50
End
1
Hydrograph Report
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
49.00 ac
0.0%
TR55
4.90 in
24 h rs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 34.40 cfs
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 162,942 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 26.38
12.10 30.10
12.13 32.93
12.17 34.40 <<
12.20 34.35
12.23 33.22
12.27 31.62
12.30 29.86
12.33 27.97
12.37 25.92
.End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 5 yrs
Inflow hyds. = 1, 2
Peak discharge = 179.22 cfs
Time interval = 2 min
Hydrograph Volume = 790,535 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.07 114.99 26.38
12.10 125.60 30.10
12.13 134.55 32.93
12.17 141.21 34.40 <<
12.20 144.87 << 34.35
12.23 144.79 33.22
12.27 141.13 31.62
12.30 135.16 29.86
12.33 128.21 27.97
12.37 120.99 25.92
12.40 113.50 23.75
Outflow
(cfs)
141.37
155.70
167.49
175.61
179.22 <<
178.02
172.75
165.02
156.17
146.91
137.26
... End
s
Hydrograph Report
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
43.30 ac
0.0%
USER
4.90 in
24 h rs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 231.61 cfs
Time interval = 2 min
Curve number = 91
Hydraulic length = 0 ft
Time of conc. (Tc) = 10 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 629,732 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 194.12
11.97 219.56
12.00 231.61 <<
12.03 224.77
12.07 201.12
...End
s
Hydrograph Report
Page 1
HydraFlow Hydrographs by Intelisolve
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
3.40 ac
0.0%
USER
4.90 in
24 h rs
Peak discharge = 21.16 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 46,186 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 18.78
11.93 21.16 <<
11.97 20.34
12.00 15.88
.End
s
Hydrograph Report
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
4.40 ac
0.0%
USER
4.90 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 27.39 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 59,770 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 24.31
11.93 27.39 <<
11.97 26.32
12.00 20.55
End
0
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 4.90 in
Storm duration = 24 hrs
Peak discharge = 32.73 cfs
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
2 min
75
Oft
26.16218 min
Type II
484
Hydrograph Volume = 121,022 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 27.01
12.07 29.69
12.10 31.67
12.13 32.73 <<
12.17 32.61
12.20 31.36
12.23 29.38
12.27 27.12
12.30 24.81
..End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
5 yrs
49.00 ac
0.0%
TR55
4.90 in
24 h rs
Peak discharge = 37.82 cfs
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 173,427 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 29.51
12.10 33.43
12.13 36.37
12.17 37.82 <<
12.20 37.63
12.23 36.29
12.27 34.44
12.30 32.43
12.33 30.27
End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Inflow hyd. No. = 7
Max. Elevation = 2009.50 ft
Peak discharge = 9.12 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 22,581 cuft
Storage Indication method used. Outflow hydrograph volume = 40,686 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.00 15.88 2009.46 0.09 - -- - 3.42 4.92 - - - 8.43
12.03 9.95 2009.50 << 0.10 - - - 3.61 5.41 - - - 9.12 <<
12.07 5.45 2009.49 0.10 - - - 3.55 5.25 - - - 8.90
12.10 3.38 2009.45 0.09 - - -- 3.36 4.76 --- - -- 8.21
12.13 2.77 2009.42 0.09 - - - 3.13 4.20 - - -- 7.43
...End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Inflow hyd. No. = 8
Max. Elevation = 2016.98 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 6.68 cfs
= 2 min
= Pond 3
= 36,751 cuft
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 530,352 cuft
Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 24.31 2015.86 0.14 5.15 - - - - - -- - 5.30
11.93 27.39 << 2016.20 0.15 5.60 - - - - -- - -- 5.75
11.97 26.32 2016.51 0.15 5.99 - - - - ---- - - 6.14
12.00 20.55 2016.77 0.15 6.30 - - - - --- --- --- 6.45
12.03 12.88 2016.93 0.15 6.47 - - - - - - - 6.62
12.07 7.05 2016.98 << 0.16 6.52 - - - - - --- - 6.68 <<
12.10 4.37 2016.96 0.16 6.51 - - -- - - - -- 6.66
12.13 3.58 2016.92 0.15 6.46 -- - - - - - -- 6.62
12.17 3.44 2016.88 0.15 6.41 - - - - -- - - 6.57
12.20 3.29 2016.83 0.15 6.36 ----- -- - - - - ---- 6.51
12.23 3.15 2016.78 0.15 6.30 - - - - - --- - 6.46
12.27 3.00 2016.73 0.15 6.24 - - - - - -- - 6.40
12.30 2.85 2016.68 0.15 6.18 ---- - - - - - - 6.34
12.33 2.71 2016.62 0.15 6.12 -- - - - - - - 6.27
12.37 2.56 2016.57 0.15 6.06 - - - - - -- - 6.21
12.40 2.41 2016.51 0.15 5.99 - - - - - - - 6.14
12.43 2.27 2016.45 0.15 5.92 - - - - - -- -- 6.07
12.47 2.12 2016.40 0.15 5.85 - - -- - - - - 6.00
12.50 1.97 2016.34 0.15 5.78 - - - - - ---- - 5.93
12.53 1.84 2016.28 0.15 5.70 - - - - - ---- - 5.85
12.57 1.73 2016.21 0.15 5.63 - - - - - - - 5.77
12.60 1.67 2016.15 0.15 5.55 - - - - - - - 5.69
12.63 1.63 2016.09 0.15 5.47 - - - - - - - 5.61
12.§7 1.59 2016.03 0.14 5.39 - - - - - - - 5.53
12.70 1.56 2015.97 0.14 5.30 - - - - - - -- 5.44
12.73 1.53 2015.89 0.14 5.20 - - - - - - -- 5.34
12.77 1.49 2015.82 0.14 5.10 - - - - - ---- -- 5.24
12.80 1.46 2015.75 0.14 5.00 - - - - - -- -- 5.14
12.83 1.43 2015.68 0.14 4.90 - - - - - ----- -- 5.04
End
I Hydrograph Report
Hyd. No. 15
Route Pond 4
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Inflow hyd. No. = 9
Max. Elevation = 2065.11 ft
Storage Indication method used.
Hydrograph Discharge Table
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 3.36 cfs
= 2 min
= Pond 4
= 84,457 cult
Outflow hydrograph volume = 139,162 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.23 29.38 2063.86 0.32 2.33 - - - --- - - -- - 2,64
12.27 27.12 2064.04 0.33 2.44 - -- - - - - -- 2.77
12.30 24.81 2064.21 0.33 2.53 - - -- ---- - - - - 2.87
12.33 22.48 2064.36 0.34 2.62 - - - - - - - 2.96
12.37 20.14 2064.50 0.34 2.69 - - -- - - - - 3.04
12.40 17.83 2064.62 0.35 2.75 - - - - - - - 3.10
12.43 15.57 2064.71 0.35 2.80 - - - -- - -- - 3.15
12.47 13.39 2064.80 0.36 2.84 - - - - - - - 3.20
12.50 11.35 2064.86 0.36 2.87 - - - - - - - 3.23
12.53 9.55 2064.92 0.36 2.90 - - - -- - - - 3.26
12.57 8.06 2064.96 0.36 2.92 - - - - - - - 3.28
12.60 6.99 2064.99 0.36 2.94 - - - - - - - 3.30
12.63 6.33 2065.01 0.36 2.95 - - - - - - - 3.31
12.67 5.93 2065.02 0.36 2.95 - - - - - - - 3.32
12.70 5.64 2065.04 0.36 2.96 - - - - - - -- 3.32
12.73 5.36 2065.05 0.36 2.96 - - - - - - ---- 3.33
12.77 5.11 2065.06 0.37 2.97 - - - - - - - 3.33
12.80 4.88 2065.07 0.37 2.97 - - - - - - - 3.34
12.83 4.67 2065.07 0.37 2.98 - - - - - - - 3.34
12.87 4.49 2065.08 0.37 2.98 - - - - - - ---- 3.35
12.90 4.33 2065.09 0.37 2.98 - - - - - - - 3.35
12.93 4.18 2065.09 0.37 2.98 - - - - - - - 3.35
12.97 4.05 2065.09 0.37 2.99 - - - - - - - 3.35
13.P0 3.93 2065.10 0.37 2.99 - - - - - - - 3.35
13.03 3.82 2065.10 0.37 2.99 - - - - - - - 3.36
13.07 3.72 2065.10 0.37 2.99 - - - - - - - 3.36
13.10 3.63 2065.10 0.37 2.99 - - - - - - - 3.36
13.13 3.55 2065.11 0.37 2.99 - - - - - - - 3.36
13.17 3.47 2065.11 0.37 2.99 - - - - - - ---- 3.36
13.20 3.40 2065.11 < < 0.37 2.99 - - - - - - - 3.36
13.23 3.32 2065.11 < < 0.37 2.99 -- - - - - - - 3.36 <<
13.27 3.25 2065.11 0.37 2.99 - - - - - - --- 3.36
13.30 3.19 2065.11 0.37 2.99 - - - - - --- - 3.36
13.33 3.13 2065.10 0.37 2.99 - - -- -- - - -- 3.36
13.37 3.07 2065.10 0.37 2.99 - - - - - - ----- 3.36
13.40 3.01 2065.10 0.37 2.99 - - - - - - -- 3.36
13.43 2.96 2065.10 0.37 2.99 - - - - - - -- 3.36
13.47 2.91 2065.10 0.37 2.99 - - - ---- - - -- 3.35
Continues on next page...
Route Pond 4
Page 2
Hydrograph Discharge Table

Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.50 2.86 2065.09 0.37 2.99 - - - - - - - 3.35
13.53 2.81 2065.09 0.37 2.99 - - - - - - - 3.35
13.57 2.76 2065.09 0.37 2.98 - - - - - - - 3.35
13.60 2.71 2065.09 0.37 2.98 - - - -- - - - 3.35
13.63 2.67 2065.08 0.37 2.98 - - - - - - - 3.35
13.67 2.63 2065.08 0.37 2.98 - - - - - - - 3.35
13.70 2.58 2065.08 0.37 2.98 - - - - - - - 3.34
13.73 2.54 2065.07 0.37 2.98 - - - - - - - 3.34
13.77 2.50 2065.07 0.37 2.97 - - - - - - - 3.34
13.80 2.46 2065.06 0.37 2.97 - - - - - - - 3.34
13.83 2.42 2065.06 0.37 2.97 - - - - - - - 3.33
13.87 2.38 2065.05 0.37 2.97 - - - - - - - 3.33
13.90 2.35 2065.05 0.36 2.96 - - - - - - - 3.33
13.93 2.31 2065.04 0.36 2.96 - - - - - -- - 3.33
13.97 2.28 2065.04 0.36 2.96 - - - - - - -- 3.32
14.00 2.24 2065.03 0.36 2.96 - - - - - - - 3.32
14.03 2.21 2065.03 0.36 2.95 - - - - - - - 3.32
14.07 2.17 2065.02 0.36 2.95 - - - - - - - 3.32
14.10 2.14 2065.01 0.36 2.95 - - - - - - - 3.31
14.13 2.11 2065.01 0.36 2.95 - - - -- - - - 3.31
14.17 2.08 2065.00 0.36 2.94 - - - - - - - 3.31
14.20 2.05 2064.99 0.36 2.94 - - - - - - -- 3.30
14.23 2.02 2064.98 0.36 2.93 - - - - - - - 3.30
14.27 2.00 2064.97 0.36 2.93 - - - - - - - 3.29
14.30 1.98 2064.97 0.36 2.93 - - - - - - - 3.29
14.33 1.96 2064.96 0.36 2.92 - - - - - - - 3.28
14.37 1.94 2064.95 0.36 2.92 - - - - - - - 3.28
14.40 1.92 2064.94 0.36 2.91 - - - - - - - 3.27
14.43 1.90 2064.93 0.36 2.91 - - - - - - - 3.27
14.47 1.89 2064.92 0.36 2.90 - - - - - - - 3.26
14.50 1.87 2064.91 0.36 2.90 - - - - - - - 3.26
14.53 1.86 2064.90 0.36 2.89 - - - - - - - 3.25
14.57 1.85 2064.89 0.36 2.89 - - - - - - - 3.24
14.60 1.84 2064.88 0.36 2.88 - - - - - - - 3.24
14.63 1.82 2064.87 0.36 2.87 - - - - - - - 3.23
14.67 1.81 2064.85 0.36 2.87 - - - - - - - 3.23
14.;0 1.80 2064.84 0.36 2.86 - - - - - - - 3.22
14.73 1.79 2064.83 0.36 2.86 - - - - - - - 3.22
14.77 1.78 2064.82 0.36 2.85 - - - - - - - 3.21
14.80 1.77 2064.81 0.36 2.85 -- - - -- - - - 3.20
14.83 1.76 2064.80 0.36 2.84 - - - - - - - 3.20
14.87 1.74 2064.79 0.36 2.84 - - - - - - - 3.19
14.90 1.73 2064.78 0.35 2.83 - - - - - -- - 3.19
14.93 1.72 2064.77 0.35 2.83 - - - - - - - 3.18
14.97 1.71 2064.76 0.35 2.82 - - - - - - --- 3.18
15.00 1.70 2064.75 0.35 2.82 - - - -- - - ----- 3.17
15.03 1.69 2064.74 0.35 2.81 - - - -- - -- - 3.16
15.07 1.68 2064.73 0.35 2.81 - - - - - - - 3.16
15.10 1.66 2064.72 0.35 2.80 - - - - - - - 3.15
15.13 1.65 2064.71 0.35 2.80 - - - - - -- - 3.15
15.17 1.64 2064.69 0.35 2.79 -- -- ----- - - - ----- 3.14
Continues on next page...

Route Pond 4 Page 3
Hydrograph Discharge Table
' Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
' 15.20 1.63 2064.68 0.35 2.78 -- - - - - - - 3.14
15.23 1.62 2064.67 0.35 2.78 --- -- - - - - - 3.13
15.27 1.61 2064.66 0.35 2.77 - -- - - - - - 3.12
15.30 1.59 2064.65 0.35 2.77
-
- 3.12
15.33 1.58 2064.64 0.35 -
- --
-
2.76 -- - -- =
3.11
15.37 1.57 2064.63 0.35 2.76 - - - - - - - 3.11
15.40 1.5 2064.62 0.35 2.75 3.10
'
15.43 1.55 5 2064.61 0.35 2.75 3.09
15.47 1.54 2064.59 0.35 2.74 3.09
15.50 1.52 2064.58 0.35 2.73 - - - - - - - 3.08
15.53 1.51 2064.57 0.35 2.73 3.07
'
15.57 1.50 2064.56 0.35 -
2.72 3.07
15.60 1.49 2064.55 0.35 2.72 -- ---- -- - - - - 3.06
15.63 1.48 2064.54 0.35 2.71 - --- - -- -- - - 3.06
' 15.67 1.46 2064.53 0.35 2.70 -
- 3.05
-
15.70 1.45 2064.51 0.34 - - - ?
2.70 -- -
- _ --
3.04
15.73 1.44 2064.50 0.34 2.69 -- ---- - -- - - - 3.04
15.77 1.43 2064.49 0.34 2.69 3.03
'
15.80 1.42 2064.48 0.34 2.68 3.02
15.83 1.41 2064.47 0.34 2.67 - - - - - - - 3.02
15.87 1.39 2064.46 0.34 2.67 - - - - - - - 3.01
15.90 1.38 2064.44 0.34 2.66
-
-- 3.00
15.93 1.37 2064.43 0.34 ---
-
- ---
2.65 - -
3.00
15.97 1.36 2064.42 0.34 2.65 - -- - - - -- - 2.99
16.00 1.35 2064.41 0.34 2.64
-
-
- 2.98
-
16.03 1.33 2064.40 0.34 -
-
2.63 --
2.97
16.07 1.32 2064.38 0.34 -
-
-
2.63 -
2.97
16.10 1.31 2064.37 0.34 2.62 - - - - - - - 2.96
16.13 1.30 2064.3 0.34 2.61 2.95
16.17 1.29 2064.35 5 0.34 - - --
2.61 - - - -- -
2.95
16.20 1.28 2064.34 0.34 2.60 - - - - - - - 2.94
16.23 1.27 2064.32 0.34 2.59 - -- - - - - - 2.93
' 16.27 1.26 2064.31 0.34 2.59 2.92
16.30 1.25 2064.30 0.34 - - -
2.58 - - -- --
2.92
16.33 1.24 2064.29 0.34 2.57 - - - - - - - 2.91
16.37 1.24 2064.27 0.33 2.57 2.90
'
16.A0 1.23 2064.26 0.33 - - --
2.56 -- - - -
2.89
16.43 1.22 2064.25 0.33 2.55 - - - - - - 2.89
16.47 1.22 2064.24 0.33 2.55 -- - - - - - - 2.88
16.50 1.21 2064.23 0.33 2.54 2.87
'
16.53 1.21 2064.21 0.33 - - --
2.53 -- - - -
2.87
16.57 1.20 2064.20 0.33 2.53 - -- - - - - - 2.86
16.60 1.20 2064.19 0.33 2.52
- 2.85
16.63 1.19 2064.18 0.33 --
-
2.51 -
- --
2.84
16.67 1.19 2064.17 0.33 -
2.51 -
-
2.84
16.70 1.19 2064.15 0.33 2.50 - -- -- - - -- - 2.83
16.73 1.18 2064.14 0.33 2.49 2.82
'
16.77 1.18 2064.13 0.33 -- =_= -_
2.49 -- -- - --
2.82
16.80 1.17 2064.12 0.33 2.48 - --- - - - - - 2.81
16.83 1.17 2064.10 0.33 2.47 - -- - - - - - 2.80
16.87 1.17 2064.09 0.33 2.47 --- ---- - - -- -- -- 2.79
Continues on next page...
' Route Pond 4 Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.90 1.16 2064.08 0.33 2.46 - - - - - - - 2.79
16.93 1.16 2064.07 0.33 2.45 - - - - - - - 2.78
16.97 1.15 2064.06 0.33 2.45 - - - - - - - 2.77
17.00 1.15 2064.05 0.33 2.44 2.77
-
17.03 1.14 2064.03 0.33 - ? ?
2.43 _ _ _ -
-
2.76
17.07 1.14 2064.02 0.32 2.43 - - - - - - - 2.75
17.10 1.14 2064.01 0.32 2.42 2.75
-
'
17.13 1.13 2064.00 0.32 - - -
2.41 - - - -
2.74
17.17 1.13 2063.99 0.32 2.41 2.73
17.20 1.12 2063.97 0.32 2.40 - - - - - - - 2.72
17.23 1.12 2063.96 0.32 2.39 2.71
'
17.27 1.12 2063.95 0.32 ? = ---
2.39 ? _-
2.71
17.30 1.11 2063.94 0.32 2.38 - - - - - - - 2.70
17.33 1.11 2063.93 0.32 2.37 - - - - - - - 2.69
' 17.37 1.10 2063.92 0.32 2.36
- 2.68
-
-
17.40 1.10 2063.91 0.32 --
_-
2.36 `
? =-
? -
2.68
17.43 1.09 2063.89 0.32 2.35 - - - - - - - 2.67
17.47 1.09 2063.88 0.32 2.34 2.66
'
17.50 1.09 2063.87 0.32 - _
2.33 - = _ --
2.65
17.53 1.08 2063.86 0.32 2.33 - -- - - - - - 2.65
17.57 1.08 2063.85 0.32 2.32 - - - - - - - 2.64
17.60 1.07 2063.84 0.32 2.31
- 2.63
'
17.63 1.07 2063.82 0.32 _
- - ?--
2.31 _ ? ? _-
2.62
17.67 1.06 2063.81 0.32 2.30 - - - - - -- - 2.61
17.70 1.06 2063.80 0.32 2.29 2.61
'
17.73 1.06 2063.79 0.31 - - -
2.28 - - - -
2.60
17.77 1.05 2063.78 0.31 2.28 2.59
17.80 1.05 2063.77 0.31 2.27 - - - - - - - 2.58
17.83 1.04 2063.7 0.31 2.26 2.58
17.87 1.04 2063.75 5 0.31 _ -
2.26 - _ _ _ -
2.57
17.90 1.03 2063.73 0.31 2.25 - - - - - - - 2.56
17.93 1.03 2063.72 0.31 2.24 - - - - - - - 2.55
17.97 1.03 2063.71 0.31 2.24
- - - 2.55
18.00 1.02 2063.70 0.31 ? = -
2.23 i = -
2.54
18.03 1.02 2063.69 0.31 2.22 - - - - - - - 2.53
18.07 1.01 2063.68 0.31 2.22 - - - - - - - 2.53

... End
Hydrograph Report
Page 1
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir Peak discharge = 123.22 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyd. No. = 6 Reservoir name = Pond 1
Max. Elevation = 2007.93 ft Max. Storage = 265,486 cuft
Storage Indication method used. Outflow hydrograph volume = 573,058 cult
' Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
' (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.03 224.77 2007.67 1.13 - - --- 94.43 --- --- - - 95.55
12.07 201.12 2007.81 1.16 108.55 -- -
- 109.72
'
12.10 168.31 2007.90 1.18 - -
_
117.91 - ?
_ - 119.09
12.13 134.05 2007.93 << 1.19 - - - 122.03 - -- - ---- 123.22 <<
12.17 103.12 2007.93 1.19 - - ----- 121.44 -- --- - --- 122.62
12.20 76.78 2007.89 1.18 117.26 -- 118.44
12.23 56.26 2007.83 1.17 - - =
?=
110.79 -- = 111.95
12.27 42.89 2007.76 1.15 - - -- 103.14 - --- - - 104.29
12.30 36.06 2007.68 1.13 - - ----- 95.37 -- - - - 96.50
'
... End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Total post-development
Hydrograph type = Combine Peak discharge = 176.10 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyds. = 10, 13, 14, 15, 16
Hydrograph Volume = 1,456,688 cult
Hydrograph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.03 25.00 9.12 << 6.62 1.61 95.55 137.90
12.07 29.51 8.90 6.68 << 1.80 109.72 156.61
12.10 33.43 8.21 6.66 2.01 119.09 169.41
12.13 36.37 7.43 6.62 2.18 123.22 << 175.82
12.17 37.82 << 6.74 6.57 2.36 122.62 176.10 <<
12.20 37.63 6.17 6.51 2.51 118.44 171.25
12.23 36.29 5.66 6.46 2.64 111.95 162.99
12.27 34.44 5.20 6.40 2.77 104.29 153.09
12.30 32.43 4.83 6.34 2.87 96.50 142.96
12.33 30.27 4.50 6.27 2.96 89.23 133.24
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
65.00 ac
0.0%
TR55
6.00 in
24 h rs
Peak discharge = 198.07 cfs
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 855,000 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 159.46
12.10 173.48
12.13 185.15
12.17 193.65
12.20 198.07 <<
12.23 197.44
12.27 192.04
12.30 183.57
12.33 173.83
12.37 163.73
12.40 153.30
End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
49.00 ac
0.0%
TR55
6.00 in
24 hrs
Peak discharge = 63.71 cfs
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 265,751 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 52.58
12.10 58.26
12.13 62.21
12.17 63.71 <<
12.20 62.63
12.23 59.80
12.27 56.21
12.30 52.40
12.33 48.41
End
s
Hydrograph Report
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 1, 2
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 260.71 cfs
Time interval = 2 min
Hydrograph Volume = 1,120,751 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.07 159.46 52.58
12.10 173.48 58.26
12.13 185.15 62.21
12.17 193.65 63.71 <<
12.20 198.07 << 62.63
12.23 197.44 59.80
12.27 192.04 56.21
12.30 183.57 52.40
12.33 173.83 48.41
12.37 163.73 44.26
...End
Outflow
(cfs)
212.04
231.73
247.36
257.36
260.71 <<
257.25
248.24
235.97
222.23
207.99
s
Hydrograph Report
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
43.30 ac
0.0%
USER
6.00 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 291.43 cfs
Time interval = 2 min
Curve number = 91
Hydraulic length = 0 ft
Time of conc. (Tc) = 10 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 803,520 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 245.49
11.97 276.89
12.00 291.43 <<
12.03 282.33
12.07 252.27
End
a
Hydrograph Report
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
3.40 ac
0.0%
USER
6.00 in
24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 23.55
11.93 26.46 <<
11.97 25.37
End
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 26.46 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 58,657 cult
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
4.40 ac
0.0%
USER
6.00 in
24 h rs
Peak discharge = 34.24 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 75,909 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 30.48
11.93 34.24 <<
11.97 32.83
..End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
14.30 ac
0.0%
TR55
6.00 in
24 h rs
Peak discharge = 45.68 cfs
Time interval = 2 min
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.16218 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 167,706 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 38.27
12.07 41.83
12.10 44.40
12.13 45.68 <<
12.17 45.34
12.20 43.46
12.23 40.60
12.27 37.37
.End
s
Hydrograph Report
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
49.00 ac
0.0%
TR55
6.00 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 68.12 cfs
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 279,505 cult

Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 56.84
12.10 62.71
12.13 66.72
12.17 68.12 <<
12.20 66.82
12.23 63.67
12.27 59.73
12.30 55.58
12.33 51.24
End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 7
Max. Elevation = 2009.72 ft
Peak discharge = 14.67 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 26,102 cuft
Storage Indication method used. Outflow hydrograph volume = 53,097 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.97 25.37 2009.64 0.10 - - ---- 4.56 7.89 - - - 12.55
12.00 19.78 2009.71 0.10 - -- - 5.05 9.19 ---- - - 14.34
12.03 12.38 2009.72 << 0.10 - -- - 5.13 9.44 - - - 14.67 <<
12.07 6.77 2009.68 0.10 - - - 4.88 8.75 - - - 13.74
12.10 4.20 2009.63 0.10 - - - 4.48 7.68 -- - - 12.27
... End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 8
Max. Elevation = 2017.70 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 7.44 cfs
= 2 min
= Pond 3
= 42,480 cult
Storage Indication method used.
' Hydrograph Discharge Table
Outflow hydrograph volume = 536,666 tuft
Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 30.48 2016.28 0.15
11.93 34.24 << 2016.67 0.15
11.97 32.83 2017.08 0.16
12.00 25.60 2017.42 0.16
12.03 16.02 2017.63 0.16
12.07 8.76 2017.70 << 0.16
12.10 5.43 2017.70 0.16
12.13 4.45 2017.66 0.16
12.17 4.27 2017.62 0.16
12.20 4.09 2017.57 0.16
12.23 3.91 2017.52 0.16
12.27 3.72 2017.47 0.16
12.30 3.54 2017.41 0.16
12.33 3.36 2017.36 0.16
12.37 3.18 2017.30 0.16
12.40 2.99 2017.24 0.16
12.43 2.81 2017.18 0.16
12.47 2.63 2017.12 0.16
12.50 2.44 2017.05 0.16
12.53 2.28 2016.98 0.16
12.57 2.15 2016.92 0.15
12.60 2.07 2016.85 0.15
12.63 2.02 2016.78 0.15
1217 1.98 2016.71 0.15
12.70 1.93 2016.65 0.15
12.73 1.89 2016.58 0.15
12.77 1.85 2016.52 0.15
12.80 1.81 2016.45 0.15
12.83 1.77 2016.39 0.15
12.87 1.73 2016.32 0.15
12.90 1.68 2016.26 0.15
12.93 1.64 2016.20 0.15
12.97 1.60 2016.13 0.15
13.00 1.56 2016.07 0.14
5.70 - 5.85
6.18 - - - - - - - 6.33
6.64 - - - - - - - 6.80
6.99 - - - - - - - 7.15
7.20 - - - - - - - 7.36
7.28 - - - - ----- - - 7.44 <<
7.27 - - - - - - - 7.43
7.23 - - - - - -- - 7.40
7.19 - - - - - - -- 7.35
7.14 - - - - - - - 7.30
7.09 - 7.25
7.04 - ---- - - - - --- 7.20
6.98 - - - - - - - 7.14
6.93 - - - - - - - 7.09
6.87 - - - - - - - 7.03
6.80 - - - - - - - 6.96
6.74 - - - - - - - 6.90
6.67 - - - - - - - 6.83
6.60 - - - - - -- - 6.76
6.53 - - - - - - - 6.69
6.46 - - - - - - - 6.61
6.38 - - - - - - 6.53
6.31 - - - - - - - 6.46
6.23 - - - - - - - 6.38
6.15 - - - - - - - 6.30
6.07 - - - - - - - 6.23
6.00 - - - - - - - 6.15
5.92 - - - - - - - 6.07
5.84 - - - - - - - 5.99
5.76 - - - - - - - 5.91
5.68 - - - - - - - 5.83
5.60 5.75
5.52 - - - - --- - - 5.67
5.44 - - - - -- - - 5.59
End
Hydrograph Report
Hyd. No. 15
Route Pond 4

Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 9
Max. Elevation = 2066.34 ft
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 3.94 cfs
= 2 min
= Pond 4
= 112,942 cult
Storage Indication method used. Outflow hydrograph volume = 183,802 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.17 45.34 2064.41 0.34 2.64 - - - -- - - -- 2.99
12.20 43.46 2064.72 0.35 2.80 -- - --- - - - - 3.15
12.23 40.60 2065.00 0.36 2.94 - - -- - - - - 3.31
12.27 37.37 2065.19 0.37 3.03 - - -- --- -- - -- 3.40
12.30 34.09 2065.35 0.38 3.11 - - ----- - - - ---- 3.48
12.33 30.79 2065.50 0.38 3.18 -- - -- - - - -- 3.56
12.37 27.51 2065.64 0.39 3.23 --- - -- - - - - 3.62
12.40 24.27 2065.75 0.39 3.28 -- - - - -- - - 3.67
12.43 21.11 2065.85 0.39 3.32 -- - - - -- - - 3.72
12.47 18.09 2065.93 0.40 3.36 - - - --- - - - 3.76
12.50 15.28 2066.00 0.40 3.39 - - - ----- - - - 3.79
12.53 12.81 2066.05 0.40 3.41 - - - - - - - 3.81
12.57 10.78 2066.09 0.40 3.43 - - - --- - - --- 3.83
12.60 9.33 2066.13 0.40 3.44 - - -- - - - - 3.84
12.63 8.44 2066.15 0.40 3.45 - - - -- - - - 3.85
12.67 7.91 2066.18 0.40 3.46 - - - -- - - - 3.86
12.70 7.51 2066.20 0.40 3.47 - - -- -- - - - 3.87
12.73 7.13 2066.21 0.41 3.48 - - --- - - - - 3.88
12.77 6.79 2066.23 0.41 3.48 - - - -- - - - 3.89
12.80 6.49 2066.24 0.41 3.49 - - - - - - - 3.89
12.83 6.21 2066.26 0.41 3.49 - - - - - - - 3.90
12.87 5.96 2066.27 0.41 3.50 - - - - - - - 3.90
12.90 5.74 2066.28 0.41 3.50 - - -- -- - - - 3.91
12.93 5.55 2066.29 0.41 3.50 - - -- - -- - - 3.91
12.97 5.37 2066.30 0.41 3.51 - - - - - - - 3.92
13.00 5.21 2066.30 0.41 3.51 - - -- - - - - 3.92
13.03 5.06 2066.31 0.41 3.51 - - - - - - - 3.92
13.07 4.93 2066.31 0.41 3.52 - - -- - - - - 3.92
13.10 4.81 2066.32 0.41 3.52 - - -- - -- - - 3.93
13.13 4.70 2066.32 0.41 3.52 - - - - -- - -- 3.93
13.17 4.59 2066.33 0.41 3.52 - - --- -- - - - 3.93
13.20 4.49 2066.33 0.41 3.52 -- - - ----- -- - - 3.93
13.23 4.40 2066.33 0.41 3.52 -- - --- --- -- - - 3.93
13.27 4.31 2066.34 0.41 3.52 - - --- -- --- - -- 3.93
13.30 4.22 2066.34 0.41 3.53 - - -- - - - - 3.93
13.33 4.14 2066.34 0.41 3.53 - - - - - - - 3.94
13.37 4.06 2066.34 0.41 3.53 --- - --- - - - - 3.94
13.40 3.98 2066.34 << 0.41 3.53 -- -- ---- --- ----- - -- 3.94
Continues on next page...

' Route Pond 4

Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.43 3.91 2066.34 << 0.41 3.53 - - - -- - - -- 3.94 <<
13.47 3.84 2066.34 0.41 3.53 - - - -- - - - 3.94
13.50 3.77 2066.34 0.41 3.53 - -- - - - - - 3.94
13.53 3.71 2066.34 0.41 3.53 - - - - - - - 3.93
13.57 3.64 2066.34 0.41 3.52 - - - -- - - - 3.93
13.60 3.58 2066.33 0.41 3.52 - - - - - - - 3.93
13.63 3.52 2066.33 0.41 3.52 - - - - - - - 3.93
13.67 3.46 2066.33 0.41 3.52 - -- - - - - - 3.93
13.70 3.41 2066.33 0.41 3.52 - - - - - - --- 3.93
13.73 3.35 2066.32 0.41 3.52 - - - - - - - 3.93
13.77 3.30 2066.32 0.41 3.52 - - - - - - ----- 3.93
13.80 3.24 2066.32 0.41 3.52 - - - - - - - 3.93
13.83 3.19 2066.31 0.41 3.52 - - - -- - - ----- 3.92
13.87 3.14 2066.31 0.41 3.51 - - - - - - -- 3.92
13.90 3.09 2066.31 0.41 3.51 - -- - - - - - 3.92
13.93 3.04 2066.30 0.41 3.51 - - - - - - -- 3.92
13.97 3.00 2066.30 0.41 3.51 - - - ---- - - - 3.92
14.00 2.95 2066.29 0.41 3.51 - - - - - - - 3.92
14.03 2.91 2066.29 0.41 3.50 - - - -- - - --- 3.91
14.07 2.86 2066.28 0.41 3.50 - - - - - - ---- 3.91
14.10 2.82 2066.28 0.41 3.50 - - - -- - - - 3.91
14.13 2.78 2066.27 0.41 3.50 - - - - - - - 3.91
14.17 2.74 2066.26 0.41 3.50 - - -- - - - - 3.90
14.20 2.70 2066.26 0.41 3.49 - - - -- - - - 3.90
14.23 2.66 2066.25 0.41 3.49 - - - - - - - 3.90
14.27 2.63 2066.25 0.41 3.49 - - - - - - - 3.89
14.30 2.60 2066.24 0.41 3.49 - - - ---- - -- - 3.89
14.33 2.57 2066.23 0.41 3.48 - - - - - - - 3.89
14.37 2.55 2066.23 0.41 3.48 - - - - - - - 3.89
14.40 2.52 2066.22 0.41 3.48 - - - - - - -- 3.88
14.43 2.50 2066.21 0.41 3.47 - - - - - - - 3.88
14.47 2.48 2066.20 0.41 3.47 - - - - - - - 3.88
14.50 2.46 2066.20 0.40 3.47 - - - -- - - - 3.87
14.53 2.44 2066.19 0.40 3.47 - - - - - - - 3.87
14.57 2.43 2066.18 0.40 3.46 - - - - - - - 3.87
14.60 2.41 2066.17 0.40 3.46 - - - - - - - 3.86
14j63 2.40 2066.17 0.40 3.46 - - - - - - -- 3.86
14.67 2.38 2066.16 0.40 3.45 - - - - - - - 3.86
14.70 2.37 2066.15 0.40 3.45 - - - - - - - 3.85
14.73 2.35 2066.14 0.40 3.45 - - - - - - - 3.85
14.77 2.33 2066.14 0.40 3.44 - - - - - - - 3.85
14.80 2.32 2066.13 0.40 3.44 - - - - - - - 3.84
14.83 2.30 2066.12 0.40 3.44 - - - - - - - 3.84
14.87 2.29 2066.11 0.40 3.43 - -- -- - - - ---- 3.84
14.90 2.27 2066.10 0.40 3.43 - -- - - - - - 3.83
14.93 2.26 2066.10 0.40 3.43 - ----- - - - - - 3.83
14.97 2.24 2066.09 0.40 3.42 - -- - - - - -- 3.83
15.00 2.23 2066.08 0.40 3.42 - --- - - - - - 3.82
15.03 2.21 2066.07 0.40 3.42 - -- - - - - - 3.82
15.07 2.20 2066.06 0.40 3.41 - - - - - - - 3.81
15.10 2.18 2066.05 0.40 3.41 - -- - -- - - -- 3.81
Continues on next page...
' Route Pond 4

L

Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.13 2.17 2066.05 0.40 3.41 - - -- - - - - 3.81
15.17 2.15 2066.04 0.40 3.40 - -- - - - -- - 3.80
15.20 2.14 2066.03 0.40 3.40 -- - ----- - - - - 3.80
15.23 2.12 2066.02 0.40 3.40 - - - - - - -- 3.80
15.27 2.10 2066.01 0.40 3.39 - - - - - - - 3.79
15.30 2.09 2066.00 0.40 3.39 - - - - - - - 3.79
15.33 2.07 2065.99 0.40 3.39 - - - - - - - 3.78
15.37 2.06 2065.98 0.40 3.38 - -- - - - - -- 3.78
15.40 2.04 2065.98 0.40 3.38 - - - - - - - 3.78
15.43 2.03 2065.97 0.40 3.37 -- -- -- - - - -- 3.77
15.47 2.01 2065.96 0.40 3.37 - - - - -- - - 3.77
15.50 2.00 2065.95 0.40 3.37 - - -- - -- - - 3.76
15.53 1.98 2065.94 0.40 3.36 - - --- - - - -- 3.76
15.57 1.96 2065.93 0.40 3.36 ---- - -- - - - ----- 3.75
15.60 1.95 2065.92 0.40 3.35 ----- - -- - -- - - 3.75
15.63 1.93 2065.91 0.40 3.35 - - -- -- ----- - ---- 3.75
15.67 1.92 2065.90 0.40 3.35 - - ----- -- ---- - ----- 3.74
15.70 1.90 2065.89 0.39 3.34 - - - ---- --- -- --- 3.74
15.73 1.89 2065.88 0.39 3.34 - - - - - - -- 3.73
15.77 1.87 2065.87 0.39 3.33 --- - - - -- ---- -- 3.73
15.80 1.85 2065.86 0.39 3.33 -- - - - --- - -- 3.72
15.83 1.84 2065.85 0.39 3.33 ---- -- - - - - -- 3.72
15.87 1.82 2065.84 0.39 3.32 - - - - -- - -- 3.71
15.90 1.81 2065.83 0.39 3.32 - - -- - -- - --- 3.71
15.93 1.79 2065.82 0.39 3.31 - - - - - - - 3.71
15.97 1.78 2065.81 0.39 3.31 - - - - - - - 3.70
16.00 1.76 2065.80 0.39 3.30 -- - - - - - -- 3.70
16.03 1.74 2065.79 0.39 3.30 - -- -- - - - -- 3.69
16.07 1.73 2065.78 0.39 3.30 - -- -- - - - -- 3.69
16.10 1.71 2065.77 0.39 3.29 - -- - --- - - -- 3.68
16.13 1.70 2065.76 0.39 3.29 - - - - - - - 3.68
16.17 1.68 2065.75 0.39 3.28 - - - - - - - 3.67
16.20 1.67 2065.74 0.39 3.28 - - - - - - ----- 3.67
16.23 1.66 2065.73 0.39 3.27 - - - -- -- - ----- 3.66
16.27 1.65 2065.72 0.39 3.27 - - - - - - - 3.66
16.30 1.63 2065.71 0.39 3.26 - - - - - - - 3.65
16:83 1.62 2065.70 0.39 3.26 - - - - - - - 3.65
16.37 1.62 2065.69 0.39 3.26 - - - - - - - 3.64
16.40 1.61 2065.68 0.39 3.25 - --- - -- -- - --- 3.64
16.43 1.60 2065.67 0.39 3.25 - - - - -- - - 3.63
16.47 1.59 2065.66 0.39 3.24 - - - - - - - 3.63
16.50 1.58 2065.65 0.39 3.24 - - - - ---- - -- 3.62
16.53 1.58 2065.64 0.39 3.23 -- - -- - ---- -- -- 3.62
16.57 1.57 2065.63 0.39 3.23 -- - -- -- --- - --- 3.61
16.60 1.57 2065.62 0.39 3.22 - - -- -- - -- --- 3.61
16.63 1.56 2065.61 0.38 3.22 -- - - -- -- ---- -- 3.60
16.67 1.55 2065.60 0.38 3.21 - -- - - -- - --- 3.60
16.70 1.55 2065.58 0.38 3.21 - - - - --- -- -- 3.59
16.73 1.54 2065.57 0.38 3.21 -- -- --- -- -- -- ---- 3.59
16.77 1.54 2065.56 0.38 3.20 ---- -- --- - --- - -- 3.58
16.80 1.53 2065.55 0.38 3.20 3.58
Continues on next page...
Route Pond 4

r

Hydrograph Discharge Table
Page 4
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.83 1.53 2065.54 0.38 3.19 - - -- - - - - 3.57
16.87 1.52 2065.53 0.38 3.19 - - - - - - - 3.57
16.90 1.52 2065.52 0.38 3.18 - - - --- - - ---- 3.56
16.93 1.51 2065.51 0.38 3.18 - - - - - - -- 3.56
16.97 1.51 2065.50 0.38 3.17 - - - -- - - - 3.55
17.00 1.50 2065.49 0.38 3.17 - - - - - - - 3.55
17.03 1.49 2065.48 0.38 3.16 - - - - - - - 3.54
17.07 1.49 2065.47 0.38 3.16 - - - - - - - 3.54
17.10 1.48 2065.46 0.38 3.15 - - - - - - -- 3.53
17.13 1.48 2065.45 0.38 3.15 - - - - - - __-_ 3.53
17.17 1.47 2065.44 0.38 3.14 - - - - - - - 3.52
17.20 1.47 2065.43 0.38 3.14 - - - - - - ----- 3.52
17.23 1.46 2065.41 0.38 3.13 - - --- - - ----- ---- 3.51
17.27 1.45 2065.40 0.38 3.13 - - - - - - --- 3.51
17.30 1.45 2065.39 0.38 3.12 - - - - - -- - 3.50
17.33 1.44 2065.38 0.38 3.12 -- - - - - -- - 3.50
17.37 1.44 2065.37 0.38 3.11 -- - -- ----- - --- ---- 3.49
17.40 1.43 2065.36 0.38 3.11 -- - - - - -- -- 3.49
17.43 1.43 2065.35 0.38 3.10 -- - --- - - - - 3.48
17.47 1.42 2065.34 0.38 3.10 - - -- - - -- -- 3.47
17.50 1.42 2065.33 0.38 3.09 -- - - -- - -- ----- 3.47
17.53 1.41 2065.32 0.37 3.09 - - - - - - - 3.46
17.57 1.40 2065.31 0.37 3.08 - - - - - ---- - 3.46
17.60 1.40 2065.30 0.37 3.08 - - - - - - - 3.45
17.63 1.39 2065.29 0.37 3.07 - - - - - - - 3.45
17.67 1.39 2065.28 0.37 3.07 - - - - - - - 3.44
17.70 1.38 2065.27 0.37 3.07 - - - - - - -- 3.44
17.73 1.38 2065.25 0.37 3.06 - - - - - -- - 3.43
17.77 1.37 2065.24 0.37 3.06 - - - -- - - - 3.43
17.80 1.37 2065.23 0.37 3.05 - - - - - - - 3.42
17.83 1.36 2065.22 0.37 3.05 - - - - - - - 3.42
17.87 1.35 2065.21 0.37 3.04 - - - -- - -- - 3.41
17.90 1.35 2065.20 0.37 3.04 - - - - - - - 3.41
17.93 1.34 2065.19 0.37 3.03 - - - - - - - 3.40
17.97 1.34 2065.18 0.37 3.03 - - - - - - - 3.40
18.00 1.33 2065.17 0.37 3.02 - - - - - - - 3.39
18.j03 1.33 2065.16 0.37 3.02 - - - -- - - - 3.38
18.07 1.32 2065.15 0.37 3.01 - - - - - - - 3.38
18.10 1.31 2065.14 0.37 3.01 - - - - - - - 3.37
18.13 1.31 2065.13 0.37 3.00 - - - - - - - 3.37
18.17 1.30 2065.12 0.37 3.00 - - - -- - - - 3.36
18.20 1.30 2065.10 0.37 2.99 - - - -- - -- --- 3.36
18.23 1.29 2065.09 0.37 2.99 - - -- - - --- -- 3.35
18.27 1.29 2065.08 0.37 2.98 - - - - - - - 3.35
18.30 1.28 2065.07 0.37 2.98 - - -- - - -- - 3.34
18.33 1.27 2065.06 0.37 2.97 - - -- - - -- -- 3.34
18.37 1.27 2065.05 0.36 2.97 - - -- - - ---- -- 3.33
18.40 1.26 2065.04 0.36 2.96 - - - - - -- - 3.33
18.43 1.26 2065.03 0.36 2.96 -- - - -- - - - 3.32
18.47 1.25 2065.02 0.36 2.95 - - - - - - -- 3.32
18.50 1.25 2065.01 0.36 2.95 - -- ----- --- - ---- --- 3.31
Continues on next page...
Route Pond 4

Hydrograph Discharge Table
Page 5
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.53 1.24 2065.00 0.36 2.94 - - - - - - --- 3.30
18.57 1.23 2064.98 0.36 2.93 - - - ---- - - - 3.30
18.60 1.23 2064.97 0.36 2.93 - - - - - - - 3.29
18.63 1.22 2064.95 0.36 2.92 - - - -- ----- - - 3.28
18.67 1.22 2064.94 0.36 2.91 - - - - - - - 3.27
18.70 1.21 2064.92 0.36 2.90 - - - - - - - 3.26
18.73 1.21 2064.91 0.36 2.90 - - - - - - - 3.26
18.77 1.20 2064.89 0.36 2.89 - - - - - - - 3.25
18.80 1.19 2064.88 0.36 2.88 - - - - -- - - 3.24
18.83 1.19 2064.86 0.36 2.87 - - -- - - - - 3.23
18.87 1.18 2064.85 0.36 2.87 - - - -- ----- -- - 3.22
18.90 1.18 2064.83 0.36 2.86 - - - - - - - 3.21
18.93 1.17 2064.82 0.36 2.85 - - - --- - -- -- 3.21
18.97 1.17 2064.80 0.36 2.84 - - - -- - - - 3.20
19.00 1.16 2064.79 0.35 2.84 - - - -- - -- - 3.19
19.03 1.15 2064.77 0.35 2.83 - - -- - ----- -- -- 3.18
19.07 1.15 2064.76 0.35 2.82 - - - - - - ---- 3.17
19.10 1.14 2064.74 0.35 2.81 - - - -- --- - -- 3.17
19.13 1.14 2064.73 0.35 2.81 - - - -- - -- - 3.16
19.17 1.13 2064.71 0.35 2.80 - - - ----- -- -- -- 3.15
19.20 1.13 2064.70 0.35 2.79 - - - - -- - - 3.14
19.23 1.12 2064.68 0.35 2.78 - - -- - - - - 3.13
19.27 1.11 2064.67 0.35 2.78 - - - -- -- - - 3.13
19.30 1.11 2064.65 0.35 2.77 - - - - - - -- 3.12
19.33 1.10 2064.64 0.35 2.76 - - - - - - -- 3.11
19.37 1.10 2064.62 0.35 2.75 - - - - - -- - 3.10
19.40 1.09 2064.61 0.35 2.75 - - ----- - - -- -- 3.10
19.43 1.08 2064.59 0.35 2.74 - - - - - -- ---- 3.09
19.47 1.08 2064.58 0.35 2.73 - - - - - - -- 3.08
19.50 1.07 2064.57 0.35 2.72 - - - - - -- - 3.07
19.53 1.07 2064.55 0.35 2.72 - - - - - - -- 3.06
19.57 1.06 2064.54 0.35 2.71 - - - - -- - -- 3.06
19.60 1.06 2064.52 0.34 2.70 - - - -- -- - --- 3.05
19.63 1.05 2064.51 0.34 2.70 - - - - - -- ---- 3.04
19.67 1.04 2064.49 0.34 2.69 - - -- - - -- -- 3.03
19.70 1.04 2064.48 0.34 2.68 - - - - - - - 3.02
19.'l3 1.03 2064.46 0.34 2.67 - - -- - - - - 3.01
19.77 1.03 2064.45 0.34 2.66 - - - - - - - 3.01
19.80 1.02 2064.43 0.34 2.66 - - -- ---- - -- ----- 3.00
19.83 1.01 2064.42 0.34 2.65 - - - - - - ---- 2.99
19.87 1.01 2064.41 0.34 2.64 - - - - - - - 2.98
19.90 1.00 2064.39 0.34 2.63 - - -- - - - -- 2.97
19.93 1.00 2064.38 0.34 2.62 - - - - - -- - 2.96
19.97 0.99 2064.36 0.34 2.62 - - - - ---- --- -- 2.95
... End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 2008.36 ft
Peak discharge = 172.75 cfs
Time interval = 2 min
Reservoir name = Pond 1
Max. Storage = 308,785 cult
Storage Indication method used. Outflow hydrograph volume = 746,471 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.03 282.33 2008.13 1.23 - - - 143.88 -- -- -- -- 145.12
12.07 252.27 2008.27 1.26 - - - 159.60 --- ---- -- ----- 160.86
12.10 210.87 2008.34 1.27 - - -- 168.93 - -- - -- 170.20
12.13 167.76 2008.36 << 1.28 - - --- 171.47 --- --- - ----- 172.75 <<
12.17 128.90 2008.34 1.27 -- - - 168.21 -- -- - ---- 169.49
12.20 95.85 2008.27 1.26 -- - -- 160.68 -- --- - - 161.94
12.23 70.16 2008.19 1.24 - - - 150.45 ----- -- -- - 151.68
12.27 53.43 2008.09 1.22 - - - 139.05 - -- - ----- 140.27
...End
a
Hydrograph Report
Hyd. No. 17
Total post-development
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 10, 13, 14, 15, 16
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 260.49 cfs
Time interval = 2 min
Hydrograph Volume = 1,799,543 cult
Hydrograph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.03 49.72 14.67 << 7.36 2.19 145.12 219.06
12.07 56.84 13.74 7.44 << 2.40 160.86 241.28
12.10 62.71 12.27 7.43 2.60 170.20 255.21
12.13 66.72 10.82 7.40 2.80 172.75 << 260.49 <<
12.17 68.12 << 9.59 7.35 2.99 169.49 257.53
12.20 66.82 8.58 7.30 3.15 161.94 247.80
12.23 63.67 7.74 7.25 3.31 151.68 233.65
12.27 59.73 7.01 7.20 3.40 140.27 217.61
12.30 55.58 6.43 7.14 3.48 128.90 201.54
...End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
65.00 ac
0.0%
TR55
6.50 in
24 h rs
Peak discharge = 222.68 cfs
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 961,306 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 180.14
12.10 195.70
12.13 208.61
12.17 217.94
12.20 222.68 <<
12.23 221.77
12.27 215.54
12.30 205.91
12.33 194.86
12.37 183.43
12.40 171.63
..End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
49.00 ac
0.0%
TR55
6.50 in
24 hrs
Peak discharge = 78.47 cfs
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 317,437 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 66.10
12.10 72.66
12.13 77.06
12.17 78.47 <<
12.20 76.81
12.23 73.07
12.27 68.43
12.30 63.57
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 25 yrs
Inflow hyds. = 1, 2
Peak discharge = 299.49 cfs
Time interval = 2 min
Hydrograph Volume = 1,278,793 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.07 180.14 66.10
12.10 195.70 72.66
12.13 208.61 77.06
12.17 217.94 78.47 <<
12.20 222.68 << 76.81
12.23 221.77 73.07
12.27 215.54 68.43
12.30 205.91 63.57
12.33 194.86 58.51
12.37 183.43 53.30
Outflow
(cfs)
246.25
268.36
285.67
296.41
299.49 <<
294.84
283.97
269.48
253.37
236.73
... End
s
Hydrograph Report
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
43.30 ac
0.0%
USER
6.50 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
318.48 cfs
2 min
91
Oft
10 min
Type II
484
Hydrograph Volume = 882,965 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 268.73
11.97 302.82
12.00 318.48 <<
12.03 308.35
12.07 275.40
...End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
3.40 ac
0.0%
USER
6.50 in
24 hrs
Peak discharge = 28.86 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 64,351 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 25.71
11.93 28.86 <<
11.97 27.65
... End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
4.40 ac
0.0%
USER
6.50 in
24 h rs
Peak discharge = 37.35 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 83,278 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 33.27
11.93 37.35 <<
11.97 35.78
..End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 6.50 in
Storm duration = 24 hrs
Peak discharge = 51.72 cfs
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
2 min
75
Oft
26.16218 min
Type II
484
Hydrograph Volume = 189,682 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 43.55
12.07 47.51
12.10 50.35
12.13 51.72 <<
12.17 51.27
12.20 49.08
12.23 45.81
12.27 42.13
.End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
49.00 ac
0.0%
TR55
6.50 in
24 h rs
Peak discharge = 83.26 cfs
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 332,645 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 70.75
12.10 77.50
12.13 81.95
12.17 83.26 <<
12.20 81.34
12.23 77.25
12.27 72.24
12.30 67.00
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 7
Max. Elevation = 2009.80 ft
Peak discharge = 16.94 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 27,410 cult
Storage Indication method used. Outflow hydrograph volume = 58,769 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.97 27.65 2009.73 0.10 - -- --- 5.22 9.67 -- - - 15.00
12.00 21.54 2009.80 0.11 - -- --- 5.70 11.00 --- -- -- 16.81
12.03 13.48 2009.80 << 0.11 - -- - 5.74 11.10 - - - 16.94 <<
12.07 7.37 2009.76 0.10 - ---- - 5.41 10.20 - ---- -- 15.71
12.10 4.57 2009.69 0.10 - - -- 4.92 8.87 - -- --- 13.89
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 8
Max. Elevation = 2018.03 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 7.76 cfs
= 2 min
= Pond 3
= 45,112 cult
' Storage Indication method used.
Hydrograph Discharge Table
t
1
1
1
1

Outflow hydrograph volume = 539,705 tuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 33.27 2016.45 0.15
11.93 37.35 << 2016.90 0.15
11.97 35.78 2017.35 0.16
12.00 27.88 2017.72 0.16
12.03 17.44 2017.95 0.17
12.07 9.54 2018.03 << 0.17
12.10 5.91 2018.03 0.17
12.13 4.84 2018.00 0.17
12.17 4.65 2017.96 0.17
12.20 4.45 2017.91 0.17
12.23 4.25 2017.86 0.16
12.27 4.05 2017.81 0.16
12.30 3.85 2017.75 0.16
12.33 3.66 2017.70 0.16
12.37 3.46 2017.64 0.16
12.40 3.26 2017.58 0.16
12.43 3.06 2017.51 0.16
12.47 2.86 2017.45 0.16
12.50 2.66 2017.38 0.16
12.53 2.47 2017.31 0.16
12.57 2.34 2017.24 0.16
12.60 2.25 2017.17 0.16
12.63 2.19 2017.10 0.16
127 2.15 2017.03 0.16
12.70 2.10 2016.96 0.16
12.73 2.06 2016.90 0.15
12.77 2.01 2016.83 0.15
12.80 1.97 2016.76 0.15
12.83 1.92 2016.69 0.15
12.87 1.88 2016.62 0.15
12.90 1.83 2016.56 0.15
12.93 1.79 2016.49 0.15
12.97 1.74 2016.43 0.15
13.00 1.69 2016.36 0.15
13.03 1.65 2016.30 0.15
End
5.92 - 6.07
6.43 - 6.59
6.92 - 7.08
7.29 - - - -- -- - ----- -- 7.46
7.51 - - - -- -- - ----- --- 7.68
7.59 - 7.76 <<
7.59 - - - - -- - --- 7.76
7.56 - - - 7.73
7.52 - ----- 7.69
7.47 - 7.64
7.43 - 7.59
7.38 - - --- - --- - - --- 7.54
7.32 - - -- - -- -- 7.49
7.27 - 7.43
7.21 ____ 7.37
7.15 - - - - -- - ----- - 7.31
7.09 ---- 7.25
7.02 - 7.18
6.95 - - - - - -- -- 7.11
6.88 ____ 7.04
6.81 - 6.97
6.74 - - - - - - - 6.89
6.66 - - - - - ---- - - 6.82
6.59 - 6.74
6.51 - - - - - - - 6.66
6.43 - --- - ----- - - - 6.59
6.36 - - - - - - --- 6.51
6.28 - - -- -- - - - -- 6.43
6.20 - -- - - -- - - - 6.35
6.12 - - -- -- -- ---- -- 6.28
6.05 - - - - -- -- - 6.20
5.97 - - - - --- ---- ----- 6.12
5.89 - 6.04
5.81 - 5.96
5.73 - 5.88
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Route Pond 4
Hydrograph type = Reservoir Peak discharge = 4.19 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 9 Reservoir name = Pond 4
Max. Elevation = 2066.93 ft Max. Storage = 126,696 cult
' Storage Indication method used.
Hydrograph Discharge Table
Time Inflow
(hrs) cfs
12.17 51.27
12.20 49.08
12.23 45.81
12.27 42.13
12.30 38.39
12.33 34.64
12.37 30.91
12.40 27.24
12.43 23.67
12.47 20.25
12.50 17.09
12.53 14.31
12.57 12.03
12.60 10.41
12.63 9.41
12.67 8.81
12.70 8.36
12.73 7.95
12.77 7.57
12.80 7.22
12.83 6.91
12.87 6.64
12.90 6.39
12.t3 6.17
12.97 5.97
13.00 5.79
13.03 5.63
13.07 5.48
13.10 5.35
13.13 5.22
13.17 5.11
13.20 5.00
13.23 4.89
13.27 4.79
13.30 4.69
13.33 4.60
13.37 4.51
13.40 4.42
Outflow hydrograph volume = 204,836 cult
Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2064.89 0.36 2.89 - - - -- - - - 3.25
2065.17 0.37 3.02 - -- - -- ---- --- -- 3.39
2065.39 0.38 3.12 - -- ----- ----- - - - 3.50
2065.60 0.38 3.22 3.60
2065.79 0.39 3.30 - -- -- -- - - -- 3.69
2065.96 0.40 3.37 - ---- -- -- -- - --- 3.77
2066.11 0.40 3.44 - --- -- --- - --- --- 3.84
2066.25 0.41 3.49 - - - - - -- --- 3.89
2066.36 0.41 3.53 - -- -- ---- - --- -- 3.94
2066.45 0.41 3.57 -- - -- - - - - 3.98
2066.53 0.42 3.60 - - -- - - - - 4.02
2066.59 0.42 3.62 - - - - - - - 4.04
2066.64 0.42 3.64 - -- - -- - -- - 4.06
2066.67 0.42 3.66 - -- -- -- - -- --- 4.08
2066.70 0.42 3.67 - - - - - - - 4.09
2066.73 0.42 3.68 - - -- -- - - -- 4.10
2066.75 0.42 3.69 - - - - - - --- 4.11
2066.77 0.42 3.70 4.12
2066.79 0.42 3.70 - -- --- -- - -- --- 4.13
2066.81 0.42 3.71 - -- -- --- - - ---- 4.13
2066.82 0.43 3.72 -- 4.14
2066.84 0.43 3.72 - - ---- - - -- - 4.15
2066.85 0.43 3.73 - - -- -- - - - 4.15
2066.86 0.43 3.73 - - - -- - - - 4.16
2066.87 0.43 3.73 - - --- - - - - 4.16
2066.88 0.43 3.74 - - -- - - -- -- 4.16
2066.89 0.43 3.74 - - -- --- - - - 4.17
2066.90 0.43 3.74 - -- --- -- - - - 4.17
2066.90 0.43 3.74 - - - -- - -- -- 4.17
2066.91 0.43 3.75 - -- --- -- - - -- 4.17
2066.91 0.43 3.75 - - - -- - -- - 4.18
2066.92 0.43 3.75 - - - -- -- - - 4.18
2066.92 0.43 3.75 - - -_- 4.18
2066.92 0.43 3.75 - - -- --- -- --- - 4.18
2066.93 0.43 3.75 -- - --- - - ----- - 4.18
2066.93 0.43 3.76 - -- --- ----- ----- --- - 4.18
2066.93 0.43 3.76 - -- --- -- - --- - 4.19
2066.93 0.43 3.76 --- --- ----- -- ---- ----- ---- 4.19
Continues on next page.
' Route Pond 4

Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B C1v C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.43 4.34 2066.93 0.43 3.76 - - - - - - - 4.19
13.47 4.26 2066.93 << 0.43 3.76 - - - - - - - 4.19
13.50 4.19 2066.93 << 0.43 3.76 - - - - - - - 4.19 <<
13.53 4.12 2066.93 << 0.43 3.76 - - - - - - - 4.19
13.57 4.05 2066.93 0.43 3.76 - - - - - - - 4.19
13.60 3.98 2066.93 0.43 3.76 - - - - - - - 4.19
13.63 3.91 2066.93 0.43 3.76 - - - - - -- -- 4.19
13.67 3.85 2066.93 0.43 3.76 - - - - - - - 4.18
13.70 3.78 2066.93 0.43 3.76 - - - -- -- - -- 4.18
13.73 3.72 2066.93 0.43 3.75 - - - -- - - -- 4.18
13.77 3.66 2066.92 0.43 3.75 - - - - - - - 4.18
13.80 3.60 2066.92 0.43 3.75 - - - - - - ---- 4.18
13.83 3.54 2066.92 0.43 3.75 - - - -- - --- -- 4.18
13.87 3.49 2066.91 0.43 3.75 - - - - -- -- ----- 4.18
13.90 3.43 2066.91 0.43 3.75 - - - -- - --- - 4.18
13.93 3.38 2066.91 0.43 3.75 - - - - ---- - ----- 4.17
13.97 3.33 2066.90 0.43 3.75 - - - -- - --- --- 4.17
14.00 3.28 2066.90 0.43 3.74 - -- - - - - -- 4.17
14.03 3.23 2066.89 0.43 3.74 - - - -- - -- ----- 4.17
14.07 3.18 2066.89 0.43 3.74 - -- - - - - - 4.17
14.10 3.13 2066.88 0.43 3.74 - - - - - - --- 4.16
14.13 3.08 2066.88 0.43 3.74 - - - - - - - 4.16
14.17 3.04 2066.87 0.43 3.73 - - - - - - - 4.16
14.20 2.99 2066.87 0.43 3.73 - - - - - - - 4.16
14.23 2.95 2066.86 0.43 3.73 - - - - - - - 4.16
14.27 2.92 2066.85 0.43 3.73 - - - - - - - 4.15
14.30 2.88 2066.85 0.43 3.72 - - - - - - -- 4.15
14.33 2.85 2066.84 0.43 3.72 - - - - - -- - 4.15
14.37 2.82 2066.83 0.43 3.72 - - - - - ----- -- 4.14
14.40 2.80 2066.83 0.43 3.72 - - - - - - - 4.14
14.43 2.77 2066.82 0.43 3.71 - - - - - ----- - 4.14
14.47 2.75 2066.81 0.42 3.71 - - - - - -- ---- 4.14
14.50 2.73 2066.80 0.42 3.71 - - - - - - -- 4.13
14.53 2.71 2066.80 0.42 3.70 - - - - - - --- 4.13
14.57 2.69 2066.79 0.42 3.70 - - - - - - - 4.13
14.60 2.67 2066.78 0.42 3.70 - - - - - - - 4.12
14.$3 2.66 2066.77 0.42 3.70 - - - - - -- - 4.12
14.67 2.64 2066.77 0.42 3.69 - - - - - - - 4.12
14.70 2.62 2066.76 0.42 3.69 - - - - - - - 4.11
14.73 2.61 2066.75 0.42 3.69 - - - - - - - 4.11
14.77 2.59 2066.74 0.42 3.68 - - - - - - - 4.11
14.80 2.57 2066.74 0.42 3.68 - - - - - - - 4.10
14.83 2.55 2066.73 0.42 3.68 - -- - - - ----- -- 4.10
14.87 2.54 2066.72 0.42 3.68 -- - - - - - ---- 4.10
14.90 2.52 2066.71 0.42 3.67 - - - - - - -- 4.09
14.93 2.50 2066.70 0.42 3.67 - - - - - - - 4.09
14.97 2.49 2066.70 0.42 3.67 - - - - - -- --- 4.09
15.00 2.47 2066.69 0.42 3.66 - - - -- - --- - 4.08
15.03 2.45 2066.68 0.42 3.66 -- - - --- - -- -- 4.08
15.07 2.44 2066.67 0.42 3.66 -- - - -- -- - -- 4.08
15.10 2.42 2066.66 0.42 3.65 -- - - -- - --- --- 4.07
Continues on next page...

1
' Route Pond 4
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.13 2.40 2066.65 0.42 3.65 - - - - -- - - 4.07
15.17 2.38 2066.64 0.42 3.65 - - - - -- - - 4.07
15.20 2.37 2066.64 0.42 3.64 - - - - - - - 4.06
15.23 2.35 2066.63 0.42 3.64 - - - - - - - 4.06
15.27 2.33 2066.62 0.42 3.64 - - - - - - - 4.05
15.30 2.31 2066.61 0.42 3.63 - - - - - - - 4.05
15.33 2.30 2066.60 0.42 3.63 - - - - - -- - 4.05
15.37 2.28 2066.59 0.42 3.63 - - - - - - - 4.04
15.40 2.26 2066.58 0.42 3.62 - - - -- - - -- 4.04
15.43 2.25 2066.57 0.42 3.62 - -- - ----- --- -- -- 4.04
15.47 2.23 2066.56 0.42 3.61 - - - - -- - - 4.03
15.50 2.21 2066.55 0.42 3.61 - - - - - ---- -- 4.03
15.53 2.19 2066.54 0.42 3.61 - - --- - ---- -- ----- 4.02
15.57 2.18 2066.53 0.42 3.60 - - - - - ---- - 4.02
15.60 2.16 2066.52 0.42 3.60 - -- -- -- -- - --- 4.02
15.63 2.14 2066.51 0.42 3.60 -- - -- - --- --- -- 4.01
15.67 2.12 2066.51 0.42 3.59 - - - - -- - --- 4.01
15.70 2.11 2066.50 0.41 3.59 - - - -- -- - -- 4.00
15.73 2.09 2066.49 0.41 3.59 - - - - -- -- ----- 4.00
15.77 2.07 2066.48 0.41 3.58 - -- - - - - - 4.00
15.80 2.05 2066.47 0.41 3.58 - -- - - - -- ----- 3.99
15.83 2.04 2066.46 0.41 3.57 - -- - - - - -- 3.99
15.87 2.02 2066.45 0.41 3.57 - - - - - - - 3.98
15.90 2.00 2066.44 0.41 3.56 - - - - - - - 3.98
15.93 1.98 2066.42 0.41 3.56 - - - - - - -- 3.97
15.97 1.97 2066.41 0.41 3.56 - - - - - - - 3.97
16.00 1.95 2066.40 0.41 3.55 - - - - - - - 3.96
16.03 1.93 2066.39 0.41 3.55 - - -- - - - - 3.96
16.07 1.91 2066.38 0.41 3.54 - - - - - - -- 3.95
16.10 1.90 2066.37 0.41 3.54 - - - - -- --- -- 3.95
16.13 1.88 2066.36 0.41 3.54 - - -- - -- - -- 3.95
16.17 1.86 2066.35 0.41 3.53 - - - - - -- -- 3.94
16.20 1.85 2066.34 0.41 3.53 - - - - -- - -- 3.94
16.23 1.83 2066.33 0.41 3.52 - - - -- - - - 3.93
16.27 1.82 2066.32 0.41 3.52 - - - - - - - 3.93
16.30 1.81 2066.31 0.41 3.51 - - - - - - - 3.92
1613 1.80 2066.30 0.41 3.51 - - - - - -- - 3.92
16.37 1.79 2066.29 0.41 3.50 - - - - - - - 3.91
16.40 1.78 2066.27 0.41 3.50 - - - - - - - 3.91
16.43 1.77 2066.26 0.41 3.50 - - - -- - -- --- 3.90
16.47 1.76 2066.25 0.41 3.49 - - - - - - - 3.90
16.50 1.75 2066.24 0.41 3.49 - - - - -- - ---- 3.89
16.53 1.75 2066.23 0.41 3.48 - - -- - --- - --- 3.89
16.57 1.74 2066.22 0.41 3.48 - - - - - - - 3.88
16.60 1.73 2066.21 0.41 3.47 - - - - - - - 3.88
16.63 1.73 2066.20 0.40 3.47 - - - - -- -- ----- 3.87
16.67 1.72 2066.19 0.40 3.46 - - - - -- - -- 3.87
16.70 1.71 2066.17 0.40 3.46 - - - - --- -- - 3.86
16.73 1.71 2066.16 0.40 3.45 - -- - - -- --- - 3.86
16.77 1.70 2066.15 0.40 3.45 - -- - - - --- --- 3.85
16.80 1.70 2066.14 0.40 3.45 ---- -- -- - ----- ---- ---- 3.85
Continues on next page...

Route Pond 4 Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B C1v C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.83 1.69 2066.13 0.40 3.44 - - - - - - - 3.84
16.87 1.68 2066.12 0.40 3.44 - - - - - - - 3.84
16.90 1.68 2066.11 0.40 3.43 - - -- - - - - 3.83
16.93 1.67 2066.10 0.40 3.43 - - - - - - - 3.83
16.97 1.67 2066.08 0.40 3.42 - - - - - - - 3.82
17.00 1.66 2066.07 0.40 3.42 - - - - - - - 3.82
17.03 1.65 2066.06 0.40 3.41 - - - - - - - 3.81
17.07 1.65 2066.05 0.40 3.41 - - - - - - - 3.81
17.10 1.64 2066.04 0.40 3.40 - - - - - -- - 3.80
17.13 1.63 2066.03 0.40 3.40 - - - - - - - 3.80
17.17 1.63 2066.02 0.40 3.40 - - -- - - - - 3.79
17.20 1.62 2066.01 0.40 3.39 - - - - - - - 3.79
17.23 1.62 2065.99 0.40 3.39 - - -- - - - -- 3.78
17.27 1.61 2065.98 0.40 3.38 - - 3.78
17.30 1.60 2065.97 0.40 3.38 - - - - ----- - -- 3.77
17.33 1.60 2065.96 0.40 3.37 - - - - -- - --- 3.77
17.37 1.59 2065.95 0.40 3.37 - - - - - - - 3.76
17.40 1.58 2065.94 0.40 3.36 - - - - - --- - 3.76
17.43 1.58 2065.93 0.40 3.36 - - -- - - - - 3.75
17.47 1.57 2065.92 0.40 3.35 - - - - - - -- 3.75
17.50 1.57 2065.90 0.40 3.35 - - - - - -- - 3.74
17.53 1.56 2065.89 0.39 3.34
- 3.74
17.57 1.55 2065.88 0.39 - -
- - - - -
3.34 3.73
17.60 1.55 2065.87 0.39 3.33 - - - - - - - 3.73
17.63 1.54 2065.8 0.39 3.33
- 3.72
17.67 1.53 2065.85 5 0.39 - -
- -- - -
3.32 3.72
17.70 1.53 2065.84 0.39 -
3.32 - - - 3.71
17.73 1.52 2065.83 0.39 3.31 - - - - - - - 3.71
17.77 1.52 2065.81 0.39 3.31 3.70
'
17.80 1.51 2065.80 0.39 - - - - - - -
3.30 3.70
17.83 1.50 2065.79 0.39 3.30 - - - - - - - 3.69
17.87 1.50 2065.78 0.39 329 3.68
'
17.90 1.49 2065.77 0.39 - - - - - - -
3.29 3.68
17.93 1.48 2065.76 0.39 3.28 3.67
17.97 1.48 2065.75 0.39 3.28 - - - - - - - 3.67
18.00 1.47 2065.73 0.39 3.27 3.66
18.b3 1.47 2065.72 0.39 - - -
3.27 3.66
18.07 1.46 2065.71 0.39 3.26 - - - - - - - 3.65
18.10 1.45 2065.70 0.39 3.26 - - - - - - - 3.65
' 18.13 1.45 2065.69 0.39 3.25
- 3.64
18.17 1.44 2065.68 0.39 - - - - -- -
- -
3.25 3.64
18.20 1.43 2065.67 0.39 3.24 -- - - - - - -- 3.63
18.23 1.43 2065.65 0.39 3.24 3.63
'
18.27 1.42 2065.64 0.39 - - - - -
-
-
3.24 3.62
18.30 1.42 2065.63 0.39 -
-
3.23 3.62
18.33 1.41 2065.62 0.39 3.23 - - - - - - - 3.61
18.37 1.40 2065.61 0.38 3.22 3.61
18.40 1.40 2065.60 0.38 - - - - - -- - -
3.22 3.60
18.43 1.39 2065.59 0.38 3.21 - - - - - -- - 3.59
18.47 1.38 2065.57 0.38 3.21 - - - - - - - 3.59
18.50 1.38 2065.56 0.38 3.20 - -- -- - - - - 3.58
Continues on next page...
Route Pond 4
Hydrograph Discharge Table
Page 5
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.53 1.37 2065.55 0.38 3.20 - - - -- - - - 3.58
18.57 1.36 2065.54 0.38 3.19 - - - - - - - 3.57
18.60 1.36 2065.53 0.38 3.19 - - - - - - - 3.57
18.63 1.35 2065.52 0.38 3.18 - - - - - - - 3.56
18.67 1.35 2065.51 0.38 3.18 - - - - - - - 3.56
18.70 1.34 2065.49 0.38 3.17 - - - - - - - 3.55
18.73 1.33 2065.48 0.38 3.17 - - - - - - - 3.55
18.77 1.33 2065.47 0.38 3.16 - - - - - - - 3.54
18.80 1.32 2065.46 0.38 3.15 - - - - - - - 3.53
18.83 1.31 2065.45 0.38 3.15 - - - - - - - 3.53
18.87 1.31 2065.44 0.38 3.14 - - - - - - - 3.52
18.90 1.30 2065.43 0.38 3.14 - - - - - - - 3.52
18.93 1.29 2065.41 0.38 3.13 - - - - - - - 3.51
18.97 1.29 2065.40 0.38 3.13 - - - - - - - 3.51
19.00 1.28 2065.39 0.38 3.12 - - - --- - - - 3.50
19.03 1.28 2065.38 0.38 3.12 - - - - - - - 3.49
19.07 1.27 2065.37 0.38 3.11 - - - ----- - - - 3.49
19.10 1.26 2065.36 0.38 3.11 - - - - - - - 3.48
19.13 1.26 2065.34 0.38 3.10 - - - - - - - 3.48
19.17 1.25 2065.33 0.38 3.10 - - - - - - - 3.47
19.20 1.24 2065.32 0.37 3.09 - -- - -- -- - -- 3.47
19.23 1.24 2065.31 0.37 3.09 - - - -- - - -- 3.46
19.27 1.23 2065.30 0.37 3.08 - - - - - - - 3.45
19.30 1.22 2065.29 0.37 3.08 - - - - - - - 3.45
19.33 1.22 2065.28 0.37 3.07 - - - - - - - 3.44
19.37 1.21 2065.26 0.37 3.06 - - - - - - - 3.44
19.40 1.20 2065.25 0.37 3.06 - - - - - - - 3.43
19.43 1.20 2065.24 0.37 3.05 - - - - - - - 3.43
19.47 1.19 2065.23 0.37 3.05 - - - - - - - 3.42
19.50 1.19 2065.22 0.37 3.04 - - - - - - - 3.41
19.53 1.18 2065.21 0.37 3.04 - - - - - - - 3.41
19.57 1.17 2065.19 0.37 3.03 - - - - -- - - 3.40
19.60 1.17 2065.18 0.37 3.03 - - ----- - - - - 3.40
19.63 1.16 2065.17 0.37 3.02 - - - - - - - 3.39
19.67 1.15 2065.16 0.37 3.02 - - - - - - - 3.39
19.70 1.15 2065.15 0.37 3.01 - - - - - - - 3.38
19.13 1.14 2065.14 0.37 3.01 - - - - - - - 3.37
19.77 1.13 2065.12 0.37 3.00 - - - - - - - 3.37
19.80 1.13 2065.11 0.37 2.99 - - - - - - - 3.36
19.83 1.12 2065.10 0.37 2.99 - - - - - - - 3.36
19.87 1.11 2065.09 0.37 2.98 - - - - - - - 3.35
19.90 1.11 2065.08 0.37 2.98 - - - - -- - - 3.34
19.93 1.10 2065.07 0.37 2.97 - - - -- -- - - 3.34
19.97 1.10 2065.05 0.37 2.97 - - - - - -- - 3.33
20.00 1.09 2065.04 0.36 2.96 - - - - --- ---- - 3.33
20.03 1.08 2065.03 0.36 2.96 - - - - - - - 3.32
20.07 1.08 2065.02 0.36 2.95 - - - - ----- - - 3.32
20.10 1.07 2065.01 0.36 2.95 - - - - - - -- 3.31
20.13 1.06 2065.00 0.36 2.94 - - - - -- - - 3.30
20.17 1.06 2064.98 0.36 2.93 -- - - -- -- - --- 3.29
20.20 1.05 2064.96 0.36 2.92 --- --- -- - ---- - ----- 3.29
Continues on next page...
Route Pond 4 Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A C1v B Clv C C1v D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.23 1.05 2064.95 0.36 2.92 - - - - ---- - - 3.28
20.27 1.04 2064.93 0.36 2.91 - - - - - - ---- 3.27
20.30 1.04 2064.91 0.36 2.90 - - - - -- - - 3.26
20.33 1.04 2064.90 0.36 2.89 - - - - - - - 3.25
20.37 1.03 2064.88 0.36 2.88 - - - -- - - -- 3.24
20.40 1.03 2064.87 0.36 2.87 - - - - - - - 3.23
20.43 1.03 2064.85 0.36 2.87 - - - - - - -- 3.22
20.47 1.03 2064.83 0.36 2.86 - - - - - -- -- 3.22
20.50 1.02 2064.82 0.36 2.85 - - - - - - - 3.21
20.53 1.02 2064.80 0.36 2.84 - - - - --- -- - 3.20
20.57 1.02 2064.79 0.35 2.83 - - - - --- - - 3.19
20.60 1.02 2064.77 0.35 2.83 - - - - ---- - - 3.18
20.63 1.02 2064.75 0.35 2.82 - - - - ---- -- - 3.17
20.67 1.02 2064.74 0.35 2.81 - - - - - -- - 3.16
20.70 1.02 2064.72 0.35 2.80 - - - - --- -- -- 3.16
20.73 1.01 2064.71 0.35 2.80 - - - - -- - -- 3.15
... End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 6
Max. Elevation = 2008.53 ft
Peak discharge = 193.65 cfs
Time interval = 2 min
Reservoir name = Pond 1
Max. Storage = 325,937 cuft
Storage Indication method used. Outflow hydrograph volume = 825,769 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.03 308.35 2008.30 1.26 - -- - 163.54 -- -- -- - 164.80
12.07 275.40 2008.44 1.29 - - - 180.57 -- --- - - 181.85
12.10 230.12 2008.52 1.31 - - - 190.26 -- --- - -- 191.56
12.13 183.00 2008.53 << 1.31 ---- - - 192.34 -- - -- -- 193.65 <<
12.17 140.55 2008.50 1.30 - - - 187.92 --- -- -- - 189.22
12.20 104.47 2008.42 1.29 - - - 178.84 -- -- - -- 180.12
12.23 76.44 2008.33 1.27 - - - 166.82 - - - -- 168.10
12.27 58.20 2008.21 1.25 - - -- 153.64 -- -- -- -- 154.88
...End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Total post-development
Hydrograph type = Combine Peak discharge = 298.55 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyds. = 10, 13, 14, 15, 16
Hydrograph Volume = 1,961,725 cult
Hydrograph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.03 62.42 16.94 << 7.68 2.43 164.80 254.27
12.07 70.75 15.71 7.76 << 2.64 181.85 278.71
12.10 77.50 13.89 7.76 2.85 191.56 293.56
12.13 81.95 12.16 7.73 3.06 193.65 << 298.55 <<
12.17 83.26 << 10.71 7.69 3.25 189.22 294.13
12.20 81.34 9.52 7.64 3.39 180.12 282.01
12.23 77.25 8.55 7.59 3.50 168.10 265.00
12.27 72.24 7.74 7.54 3.60 154.88 246.00
12.30 67.00 7.02 7.49 3.69 141.94 227.14
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
65.00 ac
0.0%
TR55
7.20 in
24 hrs
Peak discharge = 257.40 cfs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 209.42
12.10 227.14
12.13 241.77
12.17 252.23
12.20 257.40 <<
12.23 256.08
12.27 248.68
12.30 237.39
12.33 224.49
12.37 211.16
12.40 197.42
...End
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,112,469 cuft
s
Hydrograph Report
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
49.00 ac
0.0%
TR55
7.20 in
24 h rs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 100.31 cfs
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 394,295 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 76.49
12.07 86.23
12.10 94.03
12.13 99.05
12.17 100.31 <<
12.20 97.74
12.23 92.62
12.27 86.43
12.30 79.99
End
0
Hydrograph Report
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 50 yrs
Inflow hyds. = 1, 2
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 355.14 cfs
Time interval = 2 min
Hydrograph Volume = 1,506,765 cult

Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.07 209.42 86.23
12.10 227.14 94.03
12.13 241.77 99.05
12.17 252.23 100.31 <<
12.20 257.40 << 97.74
12.23 256.08 92.62
12.27 248.68 86.43
12.30 237.39 79.99
12.33 224.49 73.34
12.37 211.16 66.55
Outflow
(cfs)
295.64
321.16
340.82
352.53
355.14 <<
348.71
335.11
317.38
297.83
277.71
... End
a
Hydrograph Report
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
43.30 ac
0.0%
USER
7.20 in
24 h rs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 356.22 cfs
Time interval = 2 min
Curve number = 91
Hydraulic length = 0 ft
Time of conc. (Tc) = 10 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 994,523 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 301.15
11.97 338.99
12.00 356.22 <<
12.03 344.67
12.07 307.68
.End
a
Hydrograph Report
Page 1
HydraFlow Hydrographs by Intelisolve
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
3.40 ac
0.0%
USER
7.20 in
24 h rs
Peak discharge = 32.20 cfs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 28.72
11.93 32.20 <<
11.97 30.83
...End
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 72,343 cuft

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
4.40 ac
0.0%
USER
7.20 in
24 h rs
Peak discharge = 41.67 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 93,620 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 37.16
11.93 41.67 <<
11.97 39.90
End
0
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
14.30 ac
0.0%
TR55
7.20 in
24 hrs
Peak discharge = 60.27 cfs
Time interval = 2 min
Curve number = 75
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.16218 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 221,056 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 45.56
12.03 51.05
12.07 55.58
12.10 58.78
12.13 60.27 <<
12.17 59.65
12.20 57.04
12.23 53.18
12.27 48.85
End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
50 yrs
49.00 ac
0.0%
TR55
7.20 in
24 h rs
Peak discharge = 105.58 cfs
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 411,325 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 81.30
12.07 91.38
12.10 99.38
12.13 104.46
12.17 105.58 <<
12.20 102.72
12.23 97.22
12.27 90.61
12.30 83.75
End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 7
Max. Elevation = 2009.91 ft
Peak discharge = 20.14 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 29,080 cuft
Storage Indication method used. Outflow hydrograph volume = 66,731 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.97 30.83 2009.84 0.11 ---- - - 6.06 12.02 --- -- - 18.19
12.00 24.01 2009.91 << 0.11 --- ---- --- 6.55 13.37 0.12 ---- -- 20.14 <<
12.03 15.01 2009.90 0.11 ---- ---- --- 6.51 13.28 0.04 --- --- 19.94
12.07 8.20 2009.85 0.11 - - --- 6.08 12.06 - ---- -- 18.24
12.10 5.08 2009.77 0.10 -- - -- 5.48 10.40 -- -- -- 15.99
...End
a
Hydrograph Report
Page 1
I

Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir Peak discharge = 8.13 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 8 Reservoir name = Pond 3
Max. Elevation = 2018.43 ft Max. Storage = 48,901 cult
Storage Indication method used. Outflow hydrograph volume = 544,109 tuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 37.16 2016.71 0.15 6.22 - -- ---- -- - -- -- 6.38
11.93 41.67 << 2017.21 0.16 6.77 - - -- - - - --- 6.93
11.97 39.90 2017.72 0.16 7.29 - - - -- - - -- 7.45
12.00 31.07 2018.12 0.17 7.67 - -- -- - - - - 7.84
12.03 19.43 2018.34 0.17 7.87 - - - - - -- ----- 8.04
12.07 10.62 2018.42 0.17 7.95 - - - - - - - 8.12
12.10 6.58 2018.43 << 0.17 7.96 - - - - - -- --- 8.13 <<
12.13 5.39 2018.40 0.17 7.93 - - - - - --- -- 8.10
12.17 5.17 2018.37 0.17 7.90 - - - - - -- ---- 8.07
12.20 4.95 2018.33 0.17 7.87 - - - - - - -- 8.04
12.23 4.73 2018.29 0.17 7.83 - - - - - -- ---- 8.00
12.27 4.51 2018.25 0.17 7.79 - - - - - -- - 7.96
12.30 4.29 2018.20 0.17 7.75 - - - -- - - - 7.92
12.33 4.07 2018.16 0.17 7.71 - - - - - - - 7.88
12.37 3.85 2018.11 0.17 7.66 - - - - - -- - 7.83
12.40 3.62 2018.06 0.17 7.61 - - - - - - -- 7.78
12.43 3.40 2018.00 0.17 7.56 - - - - - --- -- 7.73
12.47 3.18 2017.93 0.17 7.50 - -- - - - - -- 7.67
12.50 2.96 2017.87 0.17 7.43 - -- - - - - -- 7.60
12.53 2.75 2017.79 0.16 7.36 - ----- - - - - - 7.53
12.57 2.60 2017.72 0.16 7.29 - - - - - - -- 7.46
12.60 2.50 2017.65 0.16 7.22 - - - - -- -- -- 7.38
12.63 2.44 2017.57 0.16 7.15 - - - - - - -- 7.31
12.67 2.39 2017.50 0.16 7.07 - - - - - -- -- 7.23
12.70 2.34 2017.43 0.16 7.00 - - - - - - -- 7.16
12.73 2.29 2017.35 0.16 6.92 - - - - - ---- - 7.08
12.77 2.24 2017.28 0.16 6.85 - - - - - - - 7.00
12.80 2.19 2017.21 0.16 6.77 - - - - - - ---- 6.93
12.83 2.14 2017.14 0.16 6.69 - - - - -- -- -- 6.85
12.87 2.09 2017.06 0.16 6.62 - - - - - -- - 6.77
12.90 2.04 2016.99 0.16 6.54 - - - - - -- --- 6.70
12.93 1.99 2016.92 0.15 6.46 - - - - --- -- -- 6.62
12.97 1.94 2016.85 0.15 6.38 - - - - - -- ---- 6.54
13.00 1.88 2016.78 0.15 6.31 - - - - - - ----- 6.46
13.03 1.84 2016.71 0.15 6.23 - - - - - - ---- 6.38
13.07 1.79 2016.64 0.15 6.15 - - - - - -- - 6.30
13.10 1.76 2016.58 0.15 6.07 - - - - - - ----- 6.22
13.13 1.73 2016.51 0.15 5.99 - - - -- -- -- ----- 6.14
Continues on next page...

End

t

Hydrograph Report
Hyd. No. 15
Route Pond 4
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 9
Max. Elevation = 2067.79 ft
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 4.52 cfs
= 2 min
= Pond 4
= 146,563 cult
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 234,902 tuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.17 59.65 2065.41 0.38 3.13 - - - -- - - - 3.51
12.20 57.04 2065.70 0.39 3.26 - - - - - - - 3.65
12.23 53.18 2065.96 0.40 3.37 - - -- - - - - 3.77
12.27 48.85 2066.21 0.41 3.47 - - - - -- - - 3.88
12.30 44.47 2066.43 0.41 3.56 - - - - -- - - 3.98
12.33 40.07 2066.63 0.42 3.64 - - - - -- --- - 4.06
12.37 35.71 2066.80 0.42 3.71 - - - - - - - 4.13
12.40 31.43 2066.96 0.43 3.77 - - - - - -- - 4.20
12.43 27.27 2067.09 0.43 3.81 - - - - - -- - 4.25
12.47 23.30 2067.20 0.44 3.85 - - - - - ----- - 4.29
12.50 19.63 2067.29 0.44 3.89 - - - - -- - - 4.33
12.53 16.41 2067.36 0.44 3.91 - - - - - - - 4.35
12.57 13.78 2067.41 0.44 3.93 - - - - - - - 4.38
12.60 11.91 2067.46 0.44 3.95 - - - - - - - 4.39
12.63 10.77 2067.49 0.45 3.96 - - - -- - - - 4.41
12.67 10.08 2067.52 0.45 3.97 - - - - - - - 4.42
12.70 9.56 2067.55 0.45 3.98 - - - - - - - 4.43
12.73 9.08 2067.58 0.45 3.99 - - - --- -- - - 4.44
12.77 8.65 2067.60 0.45 4.00 - - - -- - - - 4.45
12.80 8.25 2067.62 0.45 4.01 - - - - - - - 4.46
12.83 7.90 2067.64 0.45 4.01 - - - - - - - 4.46
12.87 7.58 2067.66 0.45 4.02 - - - - - - - 4.47
12.90 7.30 2067.67 0.45 4.02 - - - - - - - 4.48
12,83 7.05 2067.69 0.45 4.03 - - - - - - - 4.48
12.97 6.82 2067.70 0.45 4.03 - - - - - - - 4.49
13.00 6.61 2067.71 0.45 4.04 - - - - - - - 4.49
13.03 6.43 2067.72 0.45 4.04 - - - - - - - 4.49
13.07 6.26 2067.73 0.45 4.04 - - - - - -- - 4.50
13.10 6.10 2067.74 0.45 4.05 - - - - - - - 4.50
13.13 5.96 2067.75 0.45 4.05 - - - - - - - 4.50
13.17 5.83 2067.75 0.45 4.05 - - - - - -- - 4.51
13.20 5.70 2067.76 0.45 4.06 -- - - - -- - - 4.51
13.23 5.58 2067.77 0.45 4.06 - - - - - -- - 4.51
13.27 5.46 2067.77 0.45 4.06 - - - -- ----- - - 4.51
13.30 5.35 2067.78 0.45 4.06 - - - - - -- - 4.52
13.33 5.24 2067.78 0.45 4.06 --- - - - - - - 4.52
13.37 5.14 2067.78 0.45 4.06 - - - - - - - 4.52
13.40 5.04 2067.79 0.45 4.06 -- -- - - -- -- - 4.52
Continues on next page...
Route Pond 4 Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A C1v B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.43 4.95 2067.79 0.45 4.07 - - - -- - - - 4.52
13.47 4.86 2067.79 0.45 4.07 - - - - - - - 4.52
13.50 4.78 2067.79 0.45 4.07 - - -- - ----- - -- 4.52
13.53 4.69 2067.79 0.46 4.07 - - - - - - - 4.52
13.57 4.61 2067.79 0.46 4.07 - - - - - ---- - 4.52
13.60 4.53 2067.79 << 0.46 4.07 - - - -- - - - 4.52 <<
13.63 4.46 2067.79 << 0.46 4.07 - - - - - - - 4.52
13.67 4.38 2067.79 0.46 4.07 - - - - - ---- - 4.52
13.70 4.31 2067.79 0.45 4.07 - - - - - - - 4.52
13.73 4.24 2067.79 0.45 4.07 - - - - - ---- --- 4.52
13.77 4.17 2067.79 0.45 4.07 - - - - --- - ----- 4.52
13.80 4.10 2067.79 0.45 4.07 - - - - - ---- - 4.52
13.83 4.04 2067.79 0.45 4.06 - - - ----- --- - - 4.52
13.87 3.97 2067.78 0.45 4.06 - - -- -- --- -- -- 4.52
13.90 3.91 2067.78 0.45 4.06 - - - - - - --- 4.52
13.93 3.85 2067.78 0.45 4.06 - -- -- ----- -- -- --- 4.52
13.97 3.79 2067.77 0.45 4.06 - - -- -- -- --- ----- 4.51
14.00 3.73 2067.77 0.45 4.06 - - - -- - -- --- 4.51
14.03 3.67 2067.76 0.45 4.06 - - - -- - - ----- 4.51
14.07 3.61 2067.76 0.45 4.06 - - - ---- - -- - 4.51
14.10 3.56 2067.76 0.45 4.05 - - -- - - - - 4.51
14.13 3.51 2067.75 0.45 4.05 - - --- -- --- ----- --- 4.51
14.17 3.46 2067.75 0.45 4.05 - - - - - - -- 4.50
14.20 3.41 2067.74 0.45 4.05 - - - - - - -- 4.50
14.23 3.36 2067.73 0.45 4.05 - - - - - - - 4.50
14.27 3.32 2067.73 0.45 4.04 - - - - - - -- 4.50
14.30 3.28 2067.72 0.45 4.04 - - - - - -- - 4.49
14.33 3.25 2067.72 0.45 4.04 - - ---- - - -- -- 4.49
14.37 3.21 2067.71 0.45 4.04 - - - ---- - --- -- 4.49
14.40 3.18 2067.70 0.45 4.04 - -- - -- - -- ----- 4.49
14.43 3.16 2067.70 0.45 4.03 - - - ----- - -- --- 4.48
14.47 3.13 2067.69 0.45 4.03 - - - - - - -- 4.48
14.50 3.11 2067.68 0.45 4.03 - - - - -- --- -- 4.48
14.53 3.08 2067.67 0.45 4.03 - - --- - ---- - ----- 4.48
14.57 3.06 2067.67 0.45 4.02 - -- - - - - -- 4.47
14.60 3.04 2067.66 0.45 4.02 - - - - - - -- 4.47
14.93 3.02 2067.65 0.45 4.02 - - - -- - - -- 4.47
14.67 3.00 2067.64 0.45 4.02 - - - - -- - -- 4.47
14.70 2.98 2067.64 0.45 4.01 - ----- - - - - - 4.46
14.73 2.96 2067.63 0.45 4.01 - - - - - - - 4.46
14.77 2.94 2067.62 0.45 4.01 - - - - - -- -- 4.46
14.80 2.92 2067.61 0.45 4.00 - - - - ---- - ---- 4.45
14.83 2.90 2067.60 0.45 4.00 - - ---- - - -- -- 4.45
14.87 2.88 2067.60 0.45 4.00 - - - -- --- -- ----- 4.45
14.90 2.87 2067.59 0.45 4.00 - 4.44
14.93 2.85 2067.58 0.45 3.99 - - - --- - - ---- 4.44
14.97 2.83 2067.57 0.45 3.99 - 4.44
15.00 2.81 2067.56 0.45 3.99 - - - - - -- -- 4.44
15.03 2.79 2067.56 0.45 3.98 - - - - ----- -- - 4.43
15.07 2.77 2067.55 0.45 3.98 - - -- -- ----- -- --- 4.43
15.10 2.75 2067.54 0.45 3.98 - 4.43
Continues on next page...
' Route Pond 4

I

1

I

Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.13 2.73 2067.53 0.45 3.98 - - - - - - - 4.42
15.17 2.71 2067.52 0.45 3.97 - - - - - - - 4.42
15.20 2.69 2067.51 0.45 3.97 - -- - - - - - 4.42
15.23 2.67 2067.50 0.45 3.97 - - - - - - - 4.41
15.27 2.65 2067.49 0.45 3.96 - - - - - - - 4.41
15.30 2.63 2067.48 0.45 3.96 - - - - - - - 4.40
15.33 2.61 2067.48 0.45 3.96 - - - - - - - 4.40
15.37 2.59 2067.47 0.45 3.95 - - - -- - - - 4.40
15.40 2.57 2067.46 0.44 3.95 - - - - - - - 4.39
15.43 2.55 2067.45 0.44 3.95 - - - - - - - 4.39
15.47 2.53 2067.44 0.44 3.94 - - - - - - - 4.39
15.50 2.51 2067.43 0.44 3.94 - - - - - - - 4.38
15.53 2.49 2067.42 0.44 3.93 - - - - - - - 4.38
15.57 2.47 2067.41 0.44 3.93 - - - - - - - 4.37
15.60 2.45 2067.40 0.44 3.93 - - - - - - - 4.37
15.63 2.43 2067.39 0.44 3.92 - - - - -- - - 4.37
15.67 2.41 2067.38 0.44 3.92 - -- -- -- - - - 4.36
15.70 2.39 2067.37 0.44 3.92 - - - - - - -- 4.36
15.73 2.37 2067.36 0.44 3.91 - - - - - - - 4.35
15.77 2.35 2067.35 0.44 3.91 - -- -- - - - - 4.35
15.80 2.33 2067.34 0.44 3.91 - - - -- - - - 4.35
15.83 2.31 2067.33 0.44 3.90 - - - - - - - 4.34
15.87 2.29 2067.32 0.44 3.90 - - - - - - - 4.34
15.90 2.27 2067.30 0.44 3.89 - - - - - - - 4.33
15.93 2.25 2067.29 0.44 3.89 - - - - - - - 4.33
15.97 2.23 2067.28 0.44 3.89 - - - - - - - 4.33
16.00 2.21 2067.27 0.44 3.88 - - - - - - - 4.32
16.03 2.19 2067.26 0.44 3.88 - - - - - - - 4.32
16.07 2.17 2067.25 0.44 3.87 - - - - - - - 4.31
16.10 2.15 2067.24 0.44 3.87 - ---- - - - - - 4.31
16.13 2.13 2067.23 0.44 3.87 - - - - - - - 4.30
16.17 2.12 2067.22 0.44 3.86 - - - - - - - 4.30
16.20 2.10 2067.21 0.44 3.86 - - - - - - - 4.29
16.23 2.08 2067.19 0.44 3.85 - -- - - - - - 4.29
16.27 2.07 2067.18 0.44 3.85 - - - - - - - 4.29
16.30 2.05 2067.17 0.44 3.84 - - - - - - - 4.28
16.'33 2.04 2067.16 0.44 3.84 - - - - - - - 4.28
16.37 2.03 2067.15 0.44 3.84 - - - - - - - 4.27
16.40 2.02 2067.14 0.44 3.83 - - - - - - -- 4.27
16.43 2.01 2067.12 0.43 3.83 - - - - - - - 4.26
16.47 2.00 2067.11 0.43 3.82 - - - - - - - 4.26
16.50 1.99 2067.10 0.43 3.82 - - - - - - - 4.25
16.53 1.98 2067.09 0.43 3.82 - - - - - - - 4.25
16.57 1.97 2067.08 0.43 3.81 - -- - - - - - 4.24
16.60 1.97 2067.07 0.43 3.81 - -- - - - - - 4.24
16.63 1.96 2067.05 0.43 3.80 - - - - - - - 4.23
16.67 1.95 2067.04 0.43 3.80 - - - - - -- - 4.23
16.70 1.95 2067.03 0.43 3.79 - - - - - - - 4.23
16.73 1.94 2067.02 0.43 3.79 - - - - - - -- 4.22
16.77 1.93 2067.01 0.43 3.78 - -- - - - - - 4.22
16.80 1.92 2066.99 0.43 3.78 - -- - - - - -- 4.21
Continues on next page...
Route Pond 4

lJ'

I
t

Hydrograph Discharge Table
Page 4
Time Inflow Elevation Clv A C1v B C1v C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.83 1.92 2066.98 0.43 3.78 - -- - -- - - - 4.21
16.87 1.91 2066.97 0.43 3.77 - - - -- - - - 4.20
16.90 1.90 2066.96 0.43 3.77 -- - - - - - - 4.20
16.93 1.90 2066.95 0.43 3.76 - - - - - - - 4.19
16.97 1.89 2066.94 0.43 3.76 - - - - - - - 4.19
17.00 1.88 2066.92 0.43 3.75 - - - - - - - 4.18
17.03 1.88 2066.91 0.43 3.75 - - - - - - - 4.18
17.07 1.87 2066.90 0.43 3.74 - - - - - - - 4.17
17.10 1.86 2066.89 0.43 3.74 - - - - - - - 4.17
17.13 1.85 2066.88 0.43 3.73 - - - --- - - - 4.16
17.17 1.85 2066.86 0.43 3.73 - - - - - - - 4.16
17.20 1.84 2066.85 0.43 3.73 - - - - - - - 4.15
17.23 1.83 2066.84 0.43 3.72 - - - -- - - - 4.15
17.27 1.83 2066.83 0.43 3.72 - - - - - - - 4.14
17.30 1.82 2066.82 0.43 3.71 - - - - - - - 4.14
17.33 1.81 2066.80 0.42 3.71 - -- - - - - - 4.13
17.37 1.80 2066.79 0.42 3.70 - - - --- - - - 4.13
17.40 1.80 2066.78 0.42 3.70 - - - - - - - 4.12
17.43 1.79 2066.77 0.42 3.69 - - - -- - - - 4.12
17.47 1.78 2066.75 0.42 3.69 - - - - - - - 4.11
17.50 1.78 2066.74 0.42 3.68 - - - -- - - - 4.11
17.53 1.77 2066.73 0.42 3.68 - - - - - - -- 4.10
17.57 1.76 2066.72 0.42 3.67 - - - --- - - - 4.10
17.60 1.75 2066.71 0.42 3.67 - - - - --- - - 4.09
17.63 1.75 2066.69 0.42 3.67 - - - - - - - 4.09
17.67 1.74 2066.68 0.42 3.66 - - - - - - - 4.08
17.70 1.73 2066.67 0.42 3.66 - - - - - - - 4.08
17.73 1.73 2066.66 0.42 3.65 -- - - - - - - 4.07
17.77 1.72 2066.65 0.42 3.65 - - - - - - - 4.07
17.80 1.71 2066.63 0.42 3.64 - - - - - - - 4.06
17.83 1.70 2066.62 0.42 3.64 - - - -- - - - 4.06
17.87 1.70 2066.61 0.42 3.63 -- - - - - - - 4.05
17.90 1.69 2066.60 0.42 3.63 - - - - - - - 4.05
17.93 1.68 2066.58 0.42 3.62 - - - - - - - 4.04
17.97 1.68 2066.57 0.42 3.62 - - - - - - - 4.04
18.00 1.67 2066.56 0.42 3.61 - - - - - - - 4.03
18j03 1.66 2066.55 0.42 3.61 - - - - - - - 4.03
18.07 1.65 2066.54 0.42 3.60 - - - - - - - 4.02
18.10 1.65 2066.52 0.42 3.60 - - - - - - - 4.02
18.13 1.64 2066.51 0.42 3.60 - - - -- - - - 4.01
18.17 1.63 2066.50 0.41 3.59 - - - - - - - 4.01
18.20 1.63 2066.49 0.41 3.59 - - - - - - - 4.00
18.23 1.62 2066.47 0.41 3.58 - - - - - - -- 3.99
18.27 1.61 2066.46 0.41 3.58 - - - - - - - 3.99
18.30 1.60 2066.45 0.41 3.57 - - - - - - - 3.98
18.33 1.60 2066.44 0.41 3.57 - - - --- - - - 3.98
18.37 1.59 2066.42 0.41 3.56 - - - - - - - 3.97
18.40 1.58 2066.41 0.41 3.56 - - - - - - - 3.97
18.43 1.58 2066.40 0.41 3.55 - - - - - - - 3.96
18.47 1.57 2066.39 0.41 3.55 -- -- - - - - - 3.96
18.50 1.56 2066.37 0.41 3.54 -- - -- ---- - - -- 3.95
Continues on next page...
L?
Route Pond 4
IJI

fl

Hydrograph Discharge Table
Page 5
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.53 1.55 2066.36 0.41 3.54 - - - - - - - 3.95
18.57 1.55 2066.35 0.41 3.53 - -- -- - - - - 3.94
18.60 1.54 2066.34 0.41 3.53 - - - - - - - 3.93
18.63 1.53 2066.32 0.41 3.52 - - -- - - - - 3.93
18.67 1.52 2066.31 0.41 3.52 - - -- - - - - 3.92
18.70 1.52 2066.30 0.41 3.51 - -- - - - - -- 3.92
18.73 1.51 2066.29 0.41 3.51 - - - - - - - 3.91
18.77 1.50 2066.28 0.41 3.50 - -- - - - - -- 3.91
18.80 1.50 2066.26 0.41 3.50 - - - - - - - 3.90
18.83 1.49 2066.25 0.41 3.49 - - - - - - -- 3.90
18.87 1.48 2066.24 0.41 3.48 - - - - - - - 3.89
18.90 1.47 2066.23 0.41 3.48 - - - - -- - - 3.89
18.93 1.47 2066.21 0.41 3.47 -- -- -- - - - - 3.88
18.97 1.46 2066.20 0.41 3.47 - -- -- - - - - 3.87
19.00 1.45 2066.19 0.40 3.46 - -- -- - -- - - 3.87
19.03 1.45 2066.18 0.40 3.46 - ---- -- - - - -- 3.86
19.07 1.44 2066.16 0.40 3.45 -- - -- - - - ---- 3.86
19.10 1.43 2066.15 0.40 3.45 - -- -- - - - - 3.85
19.13 1.42 2066.14 0.40 3.44 -- - - - -- - - 3.85
19.17 1.42 2066.12 0.40 3.44 ----- - - - - - - 3.84
19.20 1.41 2066.11 0.40 3.43 -- - - - - - - 3.84
19.23 1.40 2066.10 0.40 3.43 - -- - - - - - 3.83
19.27 1.39 2066.09 0.40 3.42 - - - - - -- - 3.83
19.30 1.39 2066.07 0.40 3.42 - - - - - - - 3.82
19.33 1.38 2066.06 0.40 3.41 - - - - - - - 3.81
19.37 1.37 2066.05 0.40 3.41 -- -- - - - - - 3.81
19.40 1.36 2066.04 0.40 3.40 - -- - - - - - 3.80
19.43 1.36 2066.02 0.40 3.40 - - - - - - - 3.80
19.47 1.35 2066.01 0.40 3.39 - -- - - - - ---- 3.79
19.50 1.34 2066.00 0.40 3.39 - -- - - - - - 3.79
19.53 1.34 2065.99 0.40 3.38 -- - - - - - - 3.78
19.57 1.33 2065.97 0.40 3.38 - -- -- - - - - 3.77
19.60 1.32 2065.96 0.40 3.37 -- -- - - - - - 3.77
19.63 1.31 2065.95 0.40 3.37 - - - - - - - 3.76
19.67 1.31 2065.93 0.40 3.36 - - - - - - - 3.76
19.70 1.30 2065.92 0.40 3.36 --- - - - - - - 3.75
19.W3 1.29 2065.91 0.40 3.35 - -- - - - - - 3.74
19.77 1.28 2065.90 0.39 3.34 - - - - - - - 3.74
19.80 1.28 2065.88 0.39 3.34 - -- - - - - - 3.73
19.83 1.27 2065.87 0.39 3.33 - - - - - - - 3.73
19.87 1.26 2065.86 0.39 3.33 - - - - - - - 3.72
19.90 1.26 2065.85 0.39 3.32 - - - - - - - 3.72
19.93 1.25 2065.83 0.39 3.32 - - - - - - - 3.71
19.97 1.24 2065.82 0.39 3.31 --- - - - - - - 3.70
20.00 1.23 2065.81 0.39 3.31 --- --- - -- - - - 3.70
20.03 1.23 2065.79 0.39 3.30 - ----- - - - - -- 3.69
20.07 1.22 2065.78 0.39 3.29 - - - - - - -- 3.69
20.10 1.21 2065.77 0.39 3.29 -- - -- - - - - 3.68
20.13 1.20 2065.76 0.39 3.28 - - - - - - - 3.67
20.17 1.20 2065.74 0.39 3.28 - - ---- - - - - 3.67
20.20 1.19 2065.73 0.39 3.27 ---- --- --- - - -- --- 3.66
Continues on next page...

Route Pond 4 Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.23 1.19 2065.72 0.39 3.27 - - - - - - - 3.66
20.27 1.18 2065.70 0.39 3.26 - - -- - - - - 3.65
20.30 1.18 2065.69 0.39 3.26 - - - - - - - 3.64
20.33 1.17 2065.68 0.39 3.25 - - - - - - - 3.64
20.37 1.17 2065.67 0.39 3.24 - - - - - - - 3.63
20.40 1.17 2065.65 0.39 3.24 - - - - - - - 3.63
20.43 1.16 2065.64 0.39 3.23 3.62
20.47 1.16 2065.63 0.39 -
3.23 - - -
3.61
20.50 1.16 2065.62 0.39 - -
3.22 -
3.61
20.53 1.16 2065.60 0.38 3.22 - - -- - - - -- 3.60
20.57 1.16 2065.59 0.38 3.21
- 3.60
20.60 1.15 2065.58 0.38 - - -
-
3.21 - - - -
3.59
20.63 1.15 2065.56 0.38 3.20 - - -- - - - - 3.58
20.67 1.15 2065.55 0.38 3.20 -- ---- - - - - - 3.58
20.70 1.15 2065.54 0.38 3.19
- 3.57
20.73 1.15 2065.53 0.38 - -
- -
3.18 - - - -
3.57
20.77 1.15 2065.51 0.38 3.18 -- - - - -- -- - 3.56
20.80 1.15 2065.50 0.38 3.17
-
- 3.5
20.83 1.14 2065.49 0.38 - - -
--
3.17 - - - -
3.55
5
20.87 1.14 2065.48 0.38 -
3.16 - - - 3.54
20.90 1.14 2065.46 0.38 3.16 - - - - - - - 3.54
20.93 1.14 2065.45 0.38 3.15 3.53
20.97
e 1.14 2065.44 0.38 3.15 3.52
21.00 1.14 2065.43 0.38 3.14 - - - - - - - 3.52
21.03 1.14 2065.41 0.38 3.13 - - - - - - - 3.51
21.07 1.13 2065.40 0.38 3.13 -
3.51
21.10 1.13 2065.39 0.38 - - -
3.12 - - - -
-
3.50
21.13 1.13 2065.38 0.38 3.12 - - - - - - - 3.49
21.17 1.13 2065.37 0.38 3.11 -
3.49
21.20 1.13 2065.35 0.38 - - -
3.11 -
- - - -
3.48
21.23 1.13 2065.34 0.38 3.10 - - - - - - -- 3.48
21.27 1.13 2065.33 0.38 3.09 - - - - - - - 3.47
21.30
r 1.12 2065.32 0.37 3.09 - - - - - - - 3.46
21.33 1.12 2065.30 0.37 3.08 - - - - - - - 3.46
21.37 1.12 2065.29 0.37 3.08 - - - - - - - 3.45
21.40 1.12 2065.28 0.37 3.07
- 3.45
'
21.,13 1.12 2065.27 0.37 - -
3.07 -
- -
3.44
21.47 1.12 2065.26 0.37 --
3.06 -
3.43
21.50 1.12 2065.24 0.37 3.06 - - - - - - - 3.43
21.53 1.11 2065.23 0.37 3.05
- 3.42
21.57 1.11 2065.22 0.37 - - -
3.04 - - - -
3.42
21.60 1.11 2065.21 0.37 3.04 - - - - - - -- 3.41
21.63 1.11 2065.20 0.37 3.03 3.40
21.67 1.11 2065.18 0.37 -- -
3.03 - - - - -
3.40
...End
Hydrograph Report
Page 1
Hydrarlow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 6
Max. Elevation = 2008.75 ft
Peak discharge = 221.97 cfs
Time interval = 2 min
Reservoir name = Pond 1
Max. Storage = 348,215 cult
Storage Indication method used. Outflow hydrograph volume = 937,143 tuft
Hydrograph Discharge T able
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.03 344.67 2008.51 1.30 - - - 189.92 --- --- - - 191.22
12.07 307.68 2008.66 1.33 - - - 208.82 - - - - 210.16
12.10 256.98 2008.74 1.35 - - - 219.15 --- -- -- - 220.50
12.13 204.27 2008.75 << 1.35 - -- - 220.62 ----- ---- ---- - 221.97 <<
12.17 156.82 2008.71 1.34 - - - 214.62 -- --- - - 215.97
12.20 116.51 2008.62 1.33 - - - 203.37 ---- -- - - 204.70
12.23 85.21 2008.51 1.30 - - - 188.90 -- -- - - 190.20
12.27 64.86 2008.38 1.28 -- - - 173.26 --- - --- - 174.54
...End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Total post-development
Hydrograph type = Combine Peak discharge = 351.76 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyds. = 10, 13, 14, 15, 16
Hydrograph Volume = 2,194,210 cult
Hydrograph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.00 69.88 20.14 << 7.84 2.51 166.32 266.69
12.03 81.30 19.94 8.04 2.73 191.22 303.24
12.07 91.38 18.24 8.12 2.95 210.16 330.86
12.10 99.38 15.99 8.13 << 3.17 220.50 347.17
12.13 104.46 13.87 8.10 3.36 221.97 << 351.76 <<
12.17 105.58 << 12.13 8.07 3.51 215.97 345.26
12.20 102.72 10.73 8.04 3.65 204.70 329.83
12.23 97.22 9.57 8.00 3.77 190.20 308.76
12.27 90.61 8.62 7.96 3.88 174.54 285.62
... End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. I
Existing Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
65.00 ac
0.0%
TR55
8.00 in
24 hrs
Peak discharge = 297.34 cfs
Time interval = 2 min
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,287,913 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.07 243.19
12.10 263.37
12.13 279.95
12.17 291.70
12.20 297.34 <<
12.23 295.53
12.27 286.75
12.30 273.55
12.33 258.51
12.37 242.99
12.40 227.01
...End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Offsite
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
49.00 ac
0.0%
TR55
8.00 in
24 h rs
Peak discharge = 126.66 cfs
Time interval = 2 min
Curve number = 55
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 487,469 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 98.90
12.07 110.68
12.10 119.93
12.13 125.64
12.17 126.66 <<
12.20 122.96
12.23 116.15
12.27 108.06
12.30 99.69
End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Total predevelopment
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2
Peak discharge = 420.30 cfs
Time interval = 2 min
Hydrograph Volume = 1,775,381 cult
Hydrograph Discharge Table
Time Hyd.1 + Hyd. 2 +
(hrs) (cfs) (cfs)
12.03 220.46 98.90
12.07 243.19 110.68
12.10 263.37 119.93
12.13 279.95 125.64
12.17 291.70 126.66 <<
12.20 297.34 << 122.96
12.23 295.53 116.15
12.27 286.75 108.06
12.30 273.55 99.69
12.33 258.51 91.11
12.37 242.99 82.40
Outflow
(cfs)
319.36
353.87
383.30
405.60
418.35
420.30 <<
411.68
394.81
373.24
349.63
325.39
...End
a
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Proposed Basin 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
43.30 ac
0.0%
USER
8.00 in
24 hrs
Peak discharge = 399.20 cfs
Time interval = 2 min
Curve number = 91
Hydraulic length = 0 ft
Time of conc. (Tc) = 10 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,122,390 cult
t
t
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 338.07
11.97 380.18
12.00 399.20 <<
12.03 386.02
12.07 344.43
End
s
Hydrograph Report
Hyd. No. 7
Proposed Basin 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
3.40 ac
0.0%
USER
8.00 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 36.01 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 81,497 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 32.14
11.93 36.01 <<
11.97 34.45
End
s
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Proposed Basin 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
4.40 ac
0.0%
USER
8.00 in
24 hrs
Peak discharge = 46.60 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 105,467 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 41.60
11.93 46.60 <<
11.97 44.58
End

Hydrograph Report
Fagg 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Proposed Future (basin 4)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.30 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.00 in
Storm duration = 24 hrs
Peak discharge = 70.15 cfs
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
2 min
75
Oft
26.16218 min
Type II
484
Hydrograph Volume = 257,619 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 53.44
12.03 59.75
12.07 64.91
12.10 68.52
12.13 70.15 <<
12.17 69.33
12.20 66.22
12.23 61.67
12.27 56.59
... End
s
Hydrograph Report
Hyd. No. 10
Offsite (bypass) post development
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
49.00 ac
0.0%
TR55
8.00 in
24 hrs
Page 1
Hydraflow Hydrographs by Intellsolve
Peak discharge = 132.45 cfs
Time interval = 2 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 506,513 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 104.23
12.07 116.36
12.10 125.83
12.13 131.59
12.17 132.45 <<
12.20 128.42
12.23 121.19
12.27 112.63
12.30 103.80
..End
0
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Max. Elevation = 2010.00 ft
Peak discharge = 25.16 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 30,641 cult
Storage Indication method used. Outflow hydrograph volume = 75,857 cult
Hydrograph Discharge T able
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.97 34.45 2009.95 0.11 - - - 6.92 14.44 1.04 - - 22.51
12.00 26.81 2010.00 << 0.11 -- - -- 7.33 15.60 2.12 -- -- 25.16 <<
12.03 16.76 2009.98 0.11 -- - -- 7.16 15.12 1.64 - - 24.03
12.07 9.16 2009.91 0.11 --- -- - 6.60 13.52 0.25 ---- -- 20.49
... End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 8
Max. Elevation = 2018.89 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 8.54 cfs
= 2 min
= Pond 3
= 53,334 cuft
Storage Indication method used. Outflow hydrograph volume = 549,411 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 41.60 2017.01 0.16 6.56 - - - - - - - 6.72
11.93 46.60 << 2017.58 0.16 7.15 -- - - - - - - 7.31
11.97 44.58 2018.13 0.17 7.68 - - - -- - - - 7.85
12.00 34.70 2018.53 0.17 8.04 -- - -- -- - - - 8.22
12.03 21.69 2018.78 0.17 8.26 - - - -- - - - 8.44
12.07 11.85 2018.88 0.18 8.35 - - - - - - - 8.53
12.10 7.34 2018.89 << 0.18 8.36 - -- -- - - - ----- 8.54 <<
12.13 6.02 2018.87 0.18 8.34 - - - - - - - 8.52
12.17 5.77 2018.84 0.18 8.32 - - - - - - - 8.49
12.20 5.52 2018.80 0.17 8.29 - - - - - - - 8.46
12.23 5.28 2018.76 0.17 8.25 - - - - - - - 8.43
12.27 5.03 2018.72 0.17 8.22 - - - - - - - 8.39
12.30 4.78 2018.68 0.17 8.18 - - - - - - - 8.35
12.33 4.54 2018.63 0.17 8.14 - - - - - - - 8.31
12.37 4.29 2018.58 0.17 8.10 -- - - - - - - 8.27
12.40 4.04 2018.53 0.17 8.05 - - - - - - - 8.22
12.43 3.79 2018.48 0.17 8.00 - - - - - - - 8.17
12.47 3.55 2018.42 0.17 7.95 - - - - - - - 8.12
12.50 3.30 2018.36 0.17 7.90 - - - - - - - 8.07
12.53 3.07 2018.30 0.17 7.84 -- - - - - - - 8.01
12.57 2.90 2018.24 0.17 7.78 - - - - - - - 7.95
12.60 2.79 2018.18 0.17 7.73 - - - - - - - 7.89
12.63 2.72 2018.11 0.17 7.67 - - - - - -- - 7.83
1267 2.67 2018.05 0.17 7.61 - - - - - - - 7.77
12.70 2.61 2017.98 0.17 7.54 - - - - - - - 7.71
12.73 2.55 2017.90 0.17 7.47 - - - - - - - 7.63
12.77 2.50 2017.82 0.16 7.39 - - - - -- - - 7.56
12.80 2.44 2017.75 0.16 7.32 - - - - - - - 7.48
12.83 2.38 2017.67 0.16 7.24 - - - - - - - 7.41
12.87 2.33 2017.59 0.16 7.17 - - - - - - - 7.33
12.90 2.27 2017.52 0.16 7.09 - - - - - - - 7.25
12.93 2.21 2017.44 0.16 7.02 -- - - -- - - - 7.18
12.97 2.16 2017.37 0.16 6.94 - - - - - - - 7.10
13.00 2.10 2017.29 0.16 6.86 - - - -- - - - 7.02
13.03 2.05 2017.22 0.16 6.78 - - - - - - - 6.94
13.07 2.00 2017.14 0.16 6.70 -- - - - - - - 6.86
13.10 1.96 2017.07 0.16 6.63 - - - - - - - 6.78
13.13 1.93 2017.00 0.16 6.55 -- - - - - -- - 6.70
Continues on next page...

Route Pond 3 Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
' 13.17 1.90 2016.93 0.15 6.47 ---- ---- -- ---- ---- -- ---- 6.62
13.20 1.87 2016.85 0.15 6.39 - -- -- - -- ----- --- 6.54
13.23 1.84 2016.78 0.15 6.31 - - - - -- -- --- 6.46
' ...End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
' Hyd. No. 15
Route Pond 4
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
= Reservoir
= 100 yrs
= 9
= 2068.81 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 4.89 cfs
= 2 min
= Pond 4
= 169,979 cult
Storage Indication method used. Outflow hydrograph volume = 270,036 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.17 69.33 2065.99 0.40 3.38 - - -- -- - - - 3.78
12.20 66.22 2066.32 0.41 3.52 -- - - -- - - - 3.93
12.23 61.67 2066.63 0.42 3.64 - - - - - - - 4.06
12.27 56.59 2066.92 0.43 3.75 - - ---- -- - - -- 4.18
12.30 51.46 2067.18 0.44 3.85 - - -- - - -- - 4.28
12.33 46.32 2067.41 0.44 3.93 -- - -- - - - - 4.38
12.37 41.23 2067.61 0.45 4.00 - - ---- - - --- - 4.45
12.40 36.24 2067.79 0.45 4.07 - - - --- - - - 4.52
12.43 31.40 2067.94 0.46 4.12 -- - -- -- - ---- - 4.58
12.47 26.79 2068.07 0.46 4.16 -- - -- - - - - 4.63
12.50 22.54 2068.17 0.47 4.20 - - ---- - - - - 4.66
12.53 18.82 2068.26 0.47 4.23 - - -- - - - - 4.69
12.57 15.78 2068.32 0.47 4.25 - - - - - -- - 4.72
12.60 13.63 2068.38 0.47 4.26 - - -- - - - - 4.74
12.63 12.32 2068.42 0.47 4.28 - - - - - - - 4.75
12.67 11.52 2068.46 0.47 4.29 - - - - - - - 4.77
12.70 10.93 2068.49 0.48 4.30 - - -- -- - - - 4.78
12.73 10.38 2068.52 0.48 4.31 - - --- - - - - 4.79
12.77 9.88 2068.55 0.48 4.32 - - --- -- ---- - - 4.80
12.80 9.43 2068.57 0.48 4.33 - - - - - - - 4.81
12.83 9.03 2068.60 0.48 4.34 - - -- - -- - - 4.82
12.87 8.66 2068.62 0.48 4.34 - - - - - - - 4.82
12.90 8.34 2068.64 0.48 4.35 - - -- - - - - 4.83
123 8.05 2068.65 0.48 4.36 - - --- - - - - 4.84
12.97 7.79 2068.67 0.48 4.36 - - - - - - - 4.84
13.00 7.55 2068.68 0.48 4.37 - - - - - - - 4.85
13.03 7.34 2068.70 0.48 4.37 - - - - - - - 4.85
13.07 7.14 2068.71 0.48 4.37 - - - - - - - 4.85
13.10 6.97 2068.72 0.48 4.38 - - - - - - - 4.86
13.13 6.80 2068.73 0.48 4.38 - - - - - - - 4.86
13.17 6.65 2068.74 0.48 4.38 -- - ----- - - - - 4.87
13.20 6.50 2068.75 0.48 4.39 - - -- - - - - 4.87
13.23 6.36 2068.76 0.48 4.39 -- - - - -- -- - 4.87
13.27 6.23 2068.77 0.48 4.39 - - -- - -- - - 4.87
13.30 6.10 2068.77 0.48 4.39 - - - - - - - 4.88
13.33 5.98 2068.78 0.48 4.40 - - - - - - - 4.88
13.37 5.86 2068.78 0.48 4.40 -- - -- - - - - 4.88
13.40 5.75 2068.79 0.48 4.40 ---- -- - --- --- ---- - 4.88
Continues on next page...
' Route Pond 4

t

Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C C1v D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.43 5.64 2068.79 0.48 4.40 - - --- -- - ---- ---- 4.88
13.47 5.54 2068.80 0.48 4.40 - -- ---- -- ---- --- -- 4.89
13.50 5.44 2068.80 0.48 4.40 - - -- -- - - -- 4.89
13.53 5.35 2068.80 0.48 4.40 - - - - - -- - 4.89
13.57 5.26 2068.80 0.48 4.40 - - --- -- --- -- - 4.89
13.60 5.17 2068.81 0.48 4.40 - - - - -- - - 4.89
13.63 5.08 2068.81 0.48 4.41 - - - - -- - -- 4.89
13.67 4.99 2068.81 0.48 4.41 - - -- --- --- --- - 4.89
13.70 4.91 2068.81 < < 0.48 4.41 - - -- --- -- - -- 4.89 <<
13.73 4.83 2068.81 << 0.48 4.41 - - 4.89
13.77 4.75 2068.81 0.48 4.41 - -- - -- ----- -- - 4.89
13.80 4.67 2068.81 0.48 4.40 - - - -- -- --- - 4.89
13.83 4.60 2068.80 0.48 4.40 - -- ----- ---- - ---- ---- 4.89
13.87 4.52 2068.80 0.48 4.40 - --- --- --- --- ----- --- 4.89
13.90 4.45 2068.80 0.48 4.40 - 4.89
13.93 4.38 2068.80 0.48 4.40 - -- - -- --- -- - 4.89
13.97 4.31 2068.80 0.48 4.40 -- - --- - --- ---- - 4.89
14.00 4.25 2068.79 0.48 4.40 - -- - -- ---- ---- - 4.88
14.03 4.18 2068.79 0.48 4.40 -- - -- -- ---- - -- 4.88
14.07 4.12 2068.79 0.48 4.40 - -- - --- ---- --- --- 4.88
14.10 4.05 2068.78 0.48 4.40 - -- -- ---- --- ---- -- 4.88
14.13 3.99 2068.78 0.48 4.40 - -- - -- -- --- ---- 4.88
14.17 3.94 2068.77 0.48 4.39 -- - - --- -- -- -- 4.88
14.20 3.88 2068.77 0.48 4.39 -- - ----- - - -- -- 4.88
14.23 3.83 2068.76 0.48 4.39 - - - - - - - 4.87
14.27 3.78 2068.76 0.48 4.39 - -- - --- - -- --- 4.87
14.30 3.74 2068.75 0.48 4.39 -- - -- -- -- -- - 4.87
14.33 3.69 2068.74 0.48 4.39 - - -- - - - - 4.87
14.37 3.66 2068.74 0.48 4.38 - - ----- ---- ---- --- -- 4.87
14.40 3.62 2068.73 0.48 4.38 - --- -- -- --- --- - 4.86
14.43 3.59 2068.73 0.48 4.38 - -- ---- -- ---- --- --- 4.86
14.47 3.56 2068.72 0.48 4.38 4.86
14.50 3.53 2068.71 0.48 4.37 - --- -- --- -- --- ---- 4.86
14.53 3.51 2068.71 0.48 4.37 - -- -- --- -- -- -- 4.85
14.57 3.48 2068.70 0.48 4.37 - ----- --- ---- ---- - --- 4.85
14.60 3.46 2068.69 0.48 4.37 - - - --- -- - - 4.85
14x63 3.44 2068.68 0.48 4.37 -- - -- - -- -- -- 4.85
14.67 3.41 2068.68 0.48 4.36 - - - -- -- - - 4.84
14.70 3.39 2068.67 0.48 4.36 - - - -- -- - - 4.84
14.73 3.37 2068.66 0.48 4.36 - -- - -- -- ---- - 4.84
14.77 3.35 2068.65 0.48 4.36 - -- - --- -- -- - 4.84
14.80 3.33 2068.65 0.48 4.35 - - -- - -- -- --- 4.83
14.83 3.30 2068.64 0.48 4.35 - --- - - ---- ---- -- 4.83
14.87 3.28 2068.63 0.48 4.35 - - - --- ---- ---- ---- 4.83
14.90 3.26 2068.62 0.48 4.35 - - - --- - --- -- 4.82
14.93 3.24 2068.61 0.48 4.34 - _____ 4.82
14.97 3.21 2068.61 0.48 4.34 - - -- ---- ----- ----- -- 4.82
15.00 3.19 2068.60 0.48 4.34 -- --- -- --- -- --- -- 4.82
15.03 3.17 2068.59 0.48 4.33 - -- ---- -- ---- - -- 4.81
15.07 3.15 2068.58 0.48 4.33 - --- -- -- -- -- -- 4.81
15.10 3.13 2068.57 0.48 4.33 ----- ----- ----- ----- --- ---- ----- 4.81
Continues on next page...

Route Pond 4
Page 3
Hydrograph Discharge Table

Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.13 3.10 2068.56 0.48 4.33 -- - - - - - - 4.80
15.17 3.08 2068.55 0.48 4.32 - - -- - - - - 4.80
15.20 3.06 2068.54 0.48 4.32 - - --- -- - - ---- 4.80
15.23 3.04 2068.54 0.48 4.32 - - - - - - - 4.79
15.27 3.01 2068.53 0.48 4.31 - - - - - - -- 4.79
15.30 2.99 2068.52 0.48 4.31 - - -- - - - - 4.79
15.33 2.97 2068.51 0.48 4.31 - - - - - - - 4.78
15.37 2.95 2068.50 0.48 4.31 - - -- -- - - - 4.78
15.40 2.92 2068.49 0.48 4.30 - -- -- -- - ----- - 4.78
15.43 2.90 2068.48 0.47 4.30 - - -- - - - --- 4.77
15.47 2.88 2068.47 0.47 4.30 - - - - - - - 4.77
15.50 2.85 2068.46 0.47 4.29 - - - - - - - 4.77
15.53 2.83 2068.45 0.47 4.29 - - --- - - - --- 4.76
15.57 2.81 2068.44 0.47 4.29 - - --- --- -- -- - 4.76
15.60 2.79 2068.43 0.47 4.28 - - - - - - - 4.76
15.63 2.76 2068.42 0.47 4.28 - - --- ---- -- -- -- 4.75
15.67 2.74 2068.41 0.47 4.28 - - ---- ----- -- - - 4.75
15.70 2.72 2068.40 0.47 4.27 -- - -- -- - -- -- 4.74
15.73 2.70 2068.39 0.47 4.27 - ---- -- --- - - - 4.74
15.77 2.67 2068.38 0.47 4.27 - - - - - - - 4.74
15.80 2.65 2068.37 0.47 4.26 - -- - -- -- - - 4.73
15.83 2.63 2068.35 0.47 4.26 - - -- --- -- - - 4.73
15.87 2.60 2068.34 0.47 4.25 - - --- - - - - 4.73
15.90 2.58 2068.33 0.47 4.25 - - - -- - - - 4.72
15.93 2.56 2068.32 0.47 4.25 - - - -- - - - 4.72
15.97 2.54 2068.31 0.47 4.24 - - - - - - - 4.71
16.00 2.51 2068.30 0.47 4.24 - - - - - - - 4.71
16.03 2.49 2068.29 0.47 4.24 - -- --- -- - - - 4.70
16.07 2.47 2068.28 0.47 4.23 - - --- -- -- - - 4.70
16.10 2.45 2068.26 0.47 4.23 - -- -- -- - - --- 4.70
16.13 2.42 2068.25 0.47 4.22 - - - -- - - --- 4.69
16.17 2.40 2068.24 0.47 4.22 - 4.69
16.20 2.38 2068.23 0.47 4.22 - - -- - - - - 4.68
16.23 2.37 2068.22 0.47 4.21 - -- --- --- - - - 4.68
16.27 2.35 2068.21 0.47 4.21 - --- -- -- - - - 4.67
16.30 2.33 2068.19 0.47 4.20 - - - - - - - 4.67
1623 2.32 2068.18 0.47 4.20 - - - - - - - 4.67
16.37 2.30 2068.17 0.47 4.20 - -- --- - - - - 4.66
16.40 2.29 2068.16 0.47 4.19 - - -- - - - - 4.66
16.43 2.28 2068.14 0.47 4.19 - - - - - - - 4.65
16.47 2.27 2068.13 0.46 4.18 - - - - -- - - 4.65
16.50 2.26 2068.12 0.46 4.18 - - - - --- - - 4.64
16.53 2.25 2068.11 0.46 4.17 - - -- - -- - - 4.64
16.57 2.24 2068.09 0.46 4.17 - - -- --- - - - 4.63
16.60 2.23 2068.08 0.46 4.17 - -- ---- -- -- - -- 4.63
16.63 2.23 2068.07 0.46 4.16 - -- - --- -- --- - 4.63
16.67 2.22 2068.06 0.46 4.16 - - -- -- - - - 4.62
16.70 2.21 2068.04 0.46 4.15 - -- - - -- - - 4.62
16.73 2.20 2068.03 0.46 4.15 - - - - -- -- - 4.61
16.77 2.19 2068.02 0.46 4.15 - - - - --- - - 4.61
16.80 2.19 2068.01 0.46 4.14 --- -- ---- ---- --- ----- --- 4.60
Continues on next page...

1 Route Pond 4
Hydrograph Discharge Table
Page 4
Time Inflow Elevation Clv A Clv B C1v C C1v D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.83 2.18 2067.99 0.46 4.14 - - - - -- - -- 4.60
16.87 2.17 2067.98 0.46 4.13 - - - - - - - 4.59
16.90 2.16 2067.97 0.46 4.13 - - --- -- - --- -- 4.59
16.93 2.15 2067.96 0.46 4.12 - - - - - - --- 4.58
16.97 2.14 2067.94 0.46 4.12 - - - - ----- - - 4.58
17.00 2.14 2067.93 0.46 4.12 - - - - - - - 4.57
17.03 2.13 2067.92 0.46 4.11 - - - - - - - 4.57
17.07 2.12 2067.91 0.46 4.11 - - - - - - - 4.56
17.10 2.11 2067.89 0.46 4.10 - - - - - - - 4.56
17.13 2.10 2067.88 0.46 4.10 - - -- - ----- --- -- 4.56
17.17 2.10 2067.87 0.46 4.09 - - - - - ---- - 4.55
17.20 2.09 2067.86 0.46 4.09 - - - - - ---- - 4.55
17.23 2.08 2067.84 0.46 4.08 - - - -- --- -- - 4.54
17.27 2.07 2067.83 0.46 4.08 - - - - --- --- -- 4.54
17.30 2.06 2067.82 0.46 4.08 - - - -- - - --- 4.53
17.33 2.06 2067.80 0.46 4.07 - - - - -- -- --- 4.53
17.37 2.05 2067.79 0.45 4.07 - - - -- -- -- ---- 4.52
17.40 2.04 2067.78 0.45 4.06 - - - --- -- - ---- 4.52
17.43 2.03 2067.77 0.45 4.06 - - - - - ---- ----- 4.51
17.47 2.02 2067.75 0.45 4.05 - - -- - - - --- 4.51
17.50 2.02 2067.74 0.45 4.05 - - - - - -- -- 4.50
17.53 2.01 2067.73 0.45 4.04 - - -- - - - ---- 4.50
17.57 2.00 2067.71 0.45 4.04 - - -- - -- --- -- 4.49
17.60 1.99 2067.70 0.45 4.03 - - - ---- - - -- 4.49
17.63 1.98 2067.69 0.45 4.03 - --- - - -- - - 4.48
17.67 1.97 2067.68 0.45 4.03 - - - - - ----- -- 4.48
17.70 1.97 2067.66 0.45 4.02 - - -- - - -- -- 4.47
17.73 1.96 2067.65 0.45 4.02 - - - - - - -- 4.47
17.77 1.95 2067.64 0.45 4.01 - - - -- - - --- 4.46
17.80 1.94 2067.62 0.45 4.01 - - -- - -- --- --- 4.46
17.83 1.93 2067.61 0.45 4.00 - - - - - --- -- 4.45
17.87 1.93 2067.60 0.45 4.00 - -- -- - --- --- -- 4.45
17.90 1.92 2067.58 0.45 3.99 ---- -- -- -- --- -- - 4.44
17.93 1.91 2067.57 0.45 3.99 - - - - --- ---- --- 4.44
17.97 1.90 2067.56 0.45 3.98 - - - - - -- - 4.43
18.00 1.89 2067.54 0.45 3.98 - - - - - -- -- 4.43
18.03 1.89 2067.53 0.45 3.98 - - ----- - - - -- 4.42
18.07 1.88 2067.52 0.45 3.97 - - - - - ----- -- 4.42
18.10 1.87 2067.50 0.45 3.97 - - - - -- -- -- 4.41
18.13 1.86 2067.49 0.45 3.96 - - - - - --- - 4.41
18.17 1.85 2067.48 0.45 3.96 - - - - -- --- ----- 4.40
18.20 1.84 2067.46 0.45 3.95 - - - - - - -- 4.40
18.23 1.84 2067.45 0.44 3.95 - -- - - - --- --- 4.39
18.27 1.83 2067.44 0.44 3.94 - -- -- -- - -- ---- 4.39
18.30 1.82 2067.43 0.44 3.94 - - - - - --- ---- 4.38
18.33 1.81 2067.41 0.44 3.93 - - -- - - ---- -- 4.38
18.37 1.80 2067.40 0.44 3.93 - - -- - ---- -- --- 4.37
18.40 1.80 2067.39 0.44 3.92 - - - - -- -- ---- 4.37
18.43 1.79 2067.37 0.44 3.92 - - - - - - ----- 4.36
18.47 1.78 2067.36 0.44 3.91 - -- - - - --- --- 4.36
18.50 1.77 2067.34 0.44 3.91 ----- 4.35
Continues on next page...
' Route Pond 4
Hydrograph Discharge Table
Page 5
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.53 1.76 2067.33 0.44 3.90 - 4.34
18.57 1.75 2067.32 0.44 3.90 - 4.34
18.60 1.75 2067.30 0.44 3.89 -- -- - - - - - 4.33
18.63 1.74 2067.29 0.44 3.89 - - - - - - - 4.33
18.67 1.73 2067.28 0.44 3.88 - - - - - -- - 4.32
18.70 1.72 2067.26 0.44 3.88 - - - ----- -- -- ----- 4.32
18.73 1.71 2067.25 0.44 3.87 - - - - - -- - 4.31
18.77 1.70 2067.24 0.44 3.87 - - - - ---- - ----- 4.31
18.80 1.70 2067.22 0.44 3.86 - - - - - - ---- 4.30
18.83 1.69 2067.21 0.44 3.86 -- - -- -- --- -- - 4.30
18.87 1.68 2067.20 0.44 3.85 - - - - ---- - -- 4.29
18.90 1.67 2067.18 0.44 3.85 - - - - -- - - 4.29
18.93 1.66 2067.17 0.44 3.84 - - - -- -- - --- 4.28
18.97 1.66 2067.16 0.44 3.84 - - - 4.28
19.00 1.65 2067.14 0.44 3.83 - - - ----- -- - - 4.27
19.03 1.64 2067.13 0.43 3.83 - - - 4.26
19.07 1.63 2067.12 0.43 3.82 4.26
19.10 1.62 2067.10 0.43 3.82 4.25
19.13 1.61 2067.09 0.43 3.81 - ---- - --- -- --- -- 4.25
19.17 1.61 2067.07 0.43 3.81 - - -- - - -- --- 4.24
19.20 1.60 2067.06 0.43 3.80 4.24
19.23 1.59 2067.05 0.43 3.80 4.23
19.27 1.58 2067.03 0.43 3.79 - - - -- - - - 4.23
19.30 1.57 2067.02 0.43 3.79 - - - -- - -- -- 4.22
19.33 1.56 2067.01 0.43 3.78 - - - - - -- ---- 4.22
19.37 1.56 2066.99 0.43 3.78 - - - 4.21
19.40 1.55 2066.98 0.43 3.77 - - -- -- - -- -- 4.20
19.43 1.54 2066.96 0.43 3.77 - - - -- - - -- 4.20
19.47 1.53 2066.95 0.43 3.76 -- - - --- - ---- ----- 4.19
19.50 1.52 2066.94 0.43 3.76 - - - - - --- -- 4.19
19.53 1.51 2066.92 0.43 3.75 - -- -- ---- -- - -- 4.18
19.57 1.51 2066.91 0.43 3.75 - - - - ---- - ----- 4.18
19.60 1.50 2066.89 0.43 3.74 --- --- 4.17
19.63 1.49 2066.88 0.43 3.74 - - - ---- -- - -- 4.16
19.67 1.48 2066.87 0.43 3.73 - - - -- -- -- -- 4.16
19.70 1.47 2066.85 0.43 3.73 - - ---- ---- ----- --- ----- 4.15
1953 1.46 2066.84 0.43 3.72 4.15
19.77 1.46 2066.83 0.43 3.72 - - - -- - -- - 4.14
19.80 1.45 2066.81 0.42 3.71 4.14
19.83 1.44 2066.80 0.42 3.70 - - - - - - --- 4.13
19.87 1.43 2066.78 0.42 3.70 - - ----- - - - - 4.12
19.90 1.42 2066.77 0.42 3.69 - - -- -- - -- -- 4.12
19.93 1.41 2066.76 0.42 3.69 - - - -- - -- --- 4.11
19.97 1.41 2066.74 0.42 3.68 - - - -- - - --- 4.11
20.00 1.40 2066.73 0.42 3.68 4.10
20.03 1.39 2066.71 0.42 3.67 4.09
20.07 1.38 2066.70 0.42 3.67 - - -- --- - --- ----- 4.09
20.10 1.37 2066.69 0.42 3.66 - - - ----- -- -- --- 4.08
20.13 1.37 2066.67 0.42 3.66 - - - - ---- - ---- 4.08
20.17 1.36 2066.66 0.42 3.65 ----- - ---- - - - --- 4.07
20.20 1.35 2066.64 0.42 3.65 ---- -- --- ----- --- ---- ----- 4.07
Continues on next page...
' Route Pond 4
Hydrograph Discharge Table
Page 6
Time Inflow Elevation Clv A Clv B Clv C C1v D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.23 1.34 2066.63 0.42 3.64 - - - - - - -- 4.06
20.27 1.34 2066.61 0.42 3.63 -- - - - - - - 4.05
20.30 1.33 2066.60 0.42 3.63 - - - -- -- - 4.05
20.33 1.33 2066.59 0.42 3.62 -- - - - - - ----- 4.04
20.37 1.33 2066.57 0.42 3.62 - - - - - - - 4.04
20.40 1.32 2066.56 0.42 3.61 - - - - - - - 4.03
20.43 1.32 2066.54 0.42 3.61 - - - - - - - 4.02
20.47 1.32 2066.53 0.42 3.60 - - - - - - - 4.02
20.50 1.31 2066.52 0.42 3.60 - - - - -- - - 4.01
20.53 1.31 2066.50 0.42 3.59 -- -- - - -- - - 4.01
20.57 1.31 2066.49 0.41 3.59 - - - - - - - 4.00
20.60 1.31 2066.47 0.41 3.58 - - - - - - - 3.99
20.63 1.31 2066.46 0.41 3.57 - - - - --- - -- 3.99
20.67 1.30 2066.45 0.41 3.57 - - - - - ---- - 3.98
20.70 1.30 2066.43 0.41 3.56 - - - - - - - 3.98
20.73 1.30 2066.42 0.41 3.56 - -- - - -- - -- 3.97
20.77 1.30 2066.40 0.41 3.55 ---- - - - - ---- -- 3.96
20.80 1.30 2066.39 0.41 3.55 - - - - - - - 3.96
20.83 1.30 2066.38 0.41 3.54 - - - - - --- - 3.95
20.87 1.29 2066.36 0.41 3.54 - - - - - -- ---- 3.95
20.90 1.29 2066.35 0.41 3.53 - - - - - - - 3.94
20.93 1.29 2066.34 0.41 3.52 - ---- - - - - - 3.93
20.97 1.29 2066.32 0.41 3.52 - - - - - - - 3.93
21.00 1.29 2066.31 0.41 3.51 - - - - - - - 3.92
21.03 1.29 2066.29 0.41 3.51 - - - - - - - 3.92
21.07 1.28 2066.28 0.41 3.50 - - - - - - - 3.91
21.10 1.28 2066.27 0.41 3.50 - - - - - - - 3.90
21.13 1.28 2066.25 0.41 3.49 ---- - - - -- - - 3.90
21.17 1.28 2066.24 0.41 3.49 - - - - - -- - 3.89
21.20 1.28 2066.23 0.41 3.48 - - - - - - - 3.89
21.23 1.28 2066.21 0.41 3.47 - - - - - -- - 3.88
21.27 1.28 2066.20 0.41 3.47 - - - - - -- -- 3.87
21.30 1.27 2066.19 0.40 3.46 - - - - - - - 3.87
21.33 1.27 2066.17 0.40 3.46 - - - - -- - -- 3.86
21.37 1.27 2066.16 0.40 3.45 - - --- - ----- -- - 3.86
21.40 1.27 2066.15 0.40 3.45 - - - - -- - - 3.85
21-43 1.27 2066.13 0.40 3.44 - - - - - - - 3.85
21.47 1.27 2066.12 0.40 3.44 - - - - -- - - 3.84
21.50 1.26 2066.11 0.40 3.43 - - - - - - - 3.83
21.53 1.26 2066.09 0.40 3.43 - - - - -- - - 3.83
21.57 1.26 2066.08 0.40 3.42 - - - - - - - 3.82
21.60 1.26 2066.07 0.40 3.42 - - - - - -- - 3.82
21.63 1.26 2066.05 0.40 3.41 - - - - - - - 3.81
21.67 1.26 2066.04 0.40 3.40 - - - - ----- - ---- 3.80
21.70 1.25 2066.03 0.40 3.40 - - - - -- - - 3.80
21.73 1.25 2066.01 0.40 3.39 - - - - - - - 3.79
21.77 1.25 2066.00 0.40 3.39 - -- - - ---- -- ----- 3.79
21.80 1.25 2065.99 0.40 3.38 - - - - - - -- 3.78
21.83 1.25 2065.97 0.40 3.38 - - - - - -- - 3.77
21.87 1.25 2065.96 0.40 3.37 - --- - - ---- - ----- 3.77
21.90 1.24 2065.95 0.40 3.37 - ---- - - -- ---- ---- 3.76
Continues on next page...
' Route Pond 4 Page 7
Hydrograph Discharge Table
t Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.93 1.24 2065.93 0.40 3.36
-
- 3.76
21.97 1.24 2065.92 0.40 - _
-
-
3.35 _- _ = N--
3.75
22.00 1.24 2065.91 0.40 3.35 - - - -- --- -- --- 3.74
22.03 1.24 2065.90 0.39 3.34 - 3.74
-
22.07 1.24 2065.88 0.39 - - -
3.34 -
- =
3.73
22.10 1.23 2065.87 0.39 3.33 - - - - - - - 3.73
22.13 1.23 2065.86 0.39 3.33 - - - - - - - 3.72
' 22.17 1.23 2065.84 0.39 3.32 3.71
22.20 1.23 2065.83 0.39 - - --
3.32 - - - -
3.71
22.23 1.23 2065.82 0.39 3.31 - - - - - - - 3.70
22.27 1.23 2065.80 0.39 3.30 3.70
22.30 1.23 2065.79 0.39 - - -
3.30 -
- - ?
3.69
22.33 1.22 2065.78 0.39 3.29 - - - -
-- 3.68
22.37 1.22 2065.77 0.39 3.29 -- -- - - -- --- -- 3.68
' 22.40 1.22 2065.75 0.39 3.28 - - - -- - - - 3.67
...End
1

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 2008.99 ft
Peak discharge = 253.78 cfs
Time interval = 2 min
Reservoir name = Pond 1
Max. Storage = 372,133 cult
Storage Indication method used. Outflow hydrograph volume = 1,064,837 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.00 399.20 << 2008.52 1.31 - - -- 191.13 - - - - 192.44
12.03 386.02 2008.74 1.35 - - - 219.41 - - - - 220.76
12.07 344.43 2008.90 1.38 - -- -- 240.52 - - - -- 241.90
12.10 287.56 2008.98 1.39 ----- -- - 251.63 - - - --- 253.03
12.13 228.49 2008.99 « 1.39 - -- - 252.39 - - -- --- 253.78 <<
12.17 175.34 2008.93 1.38 - - - 244.61 - - - - 245.99
12.20 130.22 2008.83 1.36 -- -- - 230.82 - - - - 232.18
12.23 95.20 2008.70 1.34 --- - - 213.50 - - - - 214.84
12.27 72.45 2008.55 1.31 - - - 195.05 - - - - 196.36
...End

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Total post-development
Hydrograph type = Combine Peak discharge = 412.76 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyds. = 10, 13, 14, 15, 16
Hydrograph Volume = 2,466,654 cult
Hydrograph Discharge Table
Time Hyd. 10 + Hyd. 13 + Hyd. 14 + Hyd. 15 + Hyd. 16 = Outflow
(hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.00 90.32 25.16 << 8.22 2.82 192.44 318.96
12.03 104.23 24.03 8.44 3.05 220.76 360.52
12.07 116.36 20.49 8.53 3.29 241.90 390.57
12.10 125.83 17.64 8.54 << 3.46 253.03 408.50
12.13 131.59 15.25 8.52 3.62 253.78 << 412.76 <<
12.17 132.45 << 13.29 8.49 3.78 245.99 404.00
12.20 128.42 11.70 8.46 3.93 232.18 384.69
12.23 121.19 10.45 8.43 4.06 214.84 358.96
12.27 112.63 9.37 8.39 4.18 196.36 330.93
... End
s
Appendix D
Outlet Control Structure Details

FRAME & GRATE
TOP - 2011.50
GRATED PEDESTAL TOP
OPEN ALL FOUR SIDES
WEIR CREST 12• MIN
ELEV 2009 00
100 YEAR WSEL
2008.99 I 6' 6'-0"
6'-0" WEIR
INV: 2006.25
6' CAP
W/3"o HOLE
ON INSIDE
INV. -2005 00
I I ? ? I I
I I I I
I I ? / I I
I \ 48" CIA. RCP OUTFLOW
PIPE INV - 2005.00
I I 12'
---- -------- \TOP OF SLAB
I I ELEV. 2003.50
BASE REINFORCEMENT
/4 O 12" EA. WAY
FRONT VIEW
FRAME & CRATE
5'-O' TOP - 2011.50
GRATED PEDESTAL TOP
OPEN ALL FOUR SIDES
WEIR CREST 12' MW.
ELEV. 2009 00 TOP OF POND
- - - - - - ELEV. 2010.00
100 YEAR w;El
2008.99 III-11
-III-III
2CC9 00 I -?-?-I
--?-J
HALF ROUND 72' CMP W/1.5' DIA. I I
oPE ? I I-III-III-I I I
S
HOLES O 8"0 C. HORIZ. & VERT. O
p RIP RAP TO TOP OF OE
_- I1-1 -III-111-111-
EMBANKMENT J S -111-i?ll-111-111
(CAN BE REMOVED WHEN o qY"? 1=III=III=III=III=III
CONSTRUCTION IS COMPLETED)
"
" p I -111-111-1II-11111-I -
STONE FILTER (CAN BE REMOVED
2
-3
-II?1=III=III=III=III-I
WHEN CONSTRUCTION IS COMPLETED S I -II?111=111=111=1) 1=111 1
o I-111=11 EI I I-1 II=I I al I a I I
°oc
I III-I I Ed I I-I I I-I I I=I I I=I I I= ". sa"
B4

'
" o% 1=
-
111-
111=11
11
1=11
111
ANTI-SEEP
WEIR
6
-0 O ???
II
II I
IIf
II
1
lll-?Fll1==I =
1
E
INV: 2006.25 00 I = - - - (RE
FER TO
a? 4'0* SHEET DE-7)
QQQ CD 0C .{{{I 48" OSOZIIN OUTFLOW PIPE
oO r I
I ° 20DS.D0
O
n0
? N
a?
j7j?,
o _ o
/ I '
" I

/
f 7
-0 174
1

POND BOTTOM-2002.0 / CORE TO BE CLAY
SIDE VIEW OR OTHER IMPERVIOUS
MATERIAL, AS APPROVED
BY GEOTECH. ENGINEER
DETENTION POND 1 OUTLET CONTROL STRUCTURES (3 IN POND)
NOT TO SCALE
FRAME & GRATE
TOP - 2011.50
PEDESTAL TOP
OPEN ALL FOUR SIDES
WEIR CREST 12" MIN
EIEV 201000
100 YEAR WSEL
2010.00
6"
i?-_c
I I ( ? ? I I
-6" WEIR I I I
IV. 2008.65 41- \ / I
? 30" DIA. RCP OUTFLOW
6" CAP I I I I PIPE INV. - 2006.00
OW INSIDE HOLE
INV. - 200&00 12"
-41OP OF SLAB
'm ________- ELEV. - 2005.00
a•_n^
BASE REINFORCEMENT
04 O 12" EA. WAY
FRAME & GRATE
6'-0" TOP 2011.50
PEDESTAL TOP
OPEN ALL FOUR SIDES
WEIR CREST
J 12" MIN.
ELEV. 2010 00
R
100 YEA
wSEL
2010.00
HALF ROUND 36" CMP W/1.5" Du.
" °oc
2-6"
HOLES O 8
O.C. HORIZ. & VERT.
(CAN BE REMOVED WHEN oc
oc BOTH
CONSTRUCTION IS COMPLETED) '?0O
? SIDES
p WEIR BOTH SIDES
?c INV.-2009,00
c
?'3f

2"-3" STONE FILTER (CAN BE REMOVED
OG

A
_
S
N l
WHEN CONSTRUCTION IS COMPLETED) OG
I
500'

O RIP RAP
oc
6 CAP
"
ac w/1.75
m HOLE
ON INSIDE
INV.-2008.00

oc 30' DIA. OUTFLOW PIPE
INV - 2006.00
BOTTOM OF POND-2005_o SIDE VIEW
FRONT VIEW
DETENTION POND 2 OUTLET CONTROL STRUCTURE
NOT TO SCALE
TOP OF POND
66'x 66" -\
ANTI-SEEP
COLLAR
(REFER TO
SHEET DE-7)
0
CORE TO BE CLAY-
OR OTHER IMPERVIOUS
MATERIAL, AS APPROVED
BY GEOTECH. ENGINEER
WEIR CREST 12' MIN
ELEV. 2019 00
100 YEAR WSEL
2018 89
6? I I 5'-0' I I I
12' ORIFICE
INV. EL. 2013.5
II /? \ II
6'// CAP I / I
ONI INSIDE HOLE I I ( ) I I
INV,2010.00 `
I I
BASE REINFORCEMENT -i
/4 O 12- EA. WAY
FRONT VIEW
IE & GRATE FRAME & GRATE
2020.50 6'-0' TOP - 2020.50
PEDESTAL TOP
PEDESTAL TOP
OPEN ALL FOUR SIDES WEIR CREST 12' MIN.
ELEV. 2019 00
100 YEAR WSEL
2018.89
TOP OF POND
HALF ROUND 36 CMP W/1.5' CIA. I I ELEV. 2020 00
HOLES ® 8"0 C. HORIZ. & VERT. =111-111=111
(CAN BE REMOVED WHEN
I
I E -i1=11-III-III=
CONSTRUCTION IS COMPLETED) SL?P- -III-111-111-111
-III=III-1 I-III-
111-IIII-iIEl II=III-II -

12' ORIFICE oc
OC 2A
500'
=_1
11=1-?-=f11?_11=
INV.-2013.50 5'-0' .

2'-3' STONE FILTER (CAN BE REMOVED
°G RIP RAP -11 1-111-111-III-ME l l
III-I X111-III-III-1II-1I1-
WHEN CONSTRUCTION IS COMPLETED) O I I
AP
6' C -IIElI- I-III-II-II

oc o
.
W/1 HOLE
5' EII?III 1 = 1=III-III
I- II 72". 72'

1
ON INSIDE
IN V
- 2010
00 =1 ANTI-SEEP
11 SI .
. COLLAR
(REFER TO
C SHEET DE-7)
'
DIA RCP OUTFLOW
g?
/ 36
CIA. OU TFLow PIPE
O
SOZ I
INV. 2009.50
b I .
NV. 2011.30
?J J
TOP OF SLAB o
ELEV. - 2009.00 /
BOTTOM OF POND=2001.00/ 1.74

SIDE VIEW CORE TO BE CLAY
MATERIAL. AS PAPPROVED
BY GEOTECH. ENGINEER
DETENTION POND 3 OUTLET CONTROL STRUCTURE
NOT TO SCALE
FRAME & GRATE
TOP = 2071.50
PEDESTAL TOP -
WEIR CREST 12' MIN. OPEN ALL FOUR SIDES WEIR CREST
12 MIN
ELEV. 2069 00 ELEV 2069 00 .
100 YEAR WSEL 100 YEAR WSEL
2068.81

.81
2068
HALF ROUND
W/1.5' DIA.
M
P
36
'
C
I I I I H
RI
.
HOLES O 8.0C.
O
& VERT.
.
Z
6' I S'-0' I 6• (CAN BE REMOVED WHEN
STR
CT
P
ET
CO
N
ION IS COM
U
L
ED)

I?
II OC
o
5'-0"
8' ORIFICE
O
F 1
INV.=206160 O 6- CAP

8' ORIFIC
E
I I O
I
? /
E OLE
ZN
NV.-2061
60 ` o ON
SD
2'-3' STONE FILTER (CAN BE REMOVED O INV.=2060.00 `
/ \ I WHEN CONSTRUCTION IS COMPLETED)
6' CAP
c
/
2 HOLE I ( I I

' o

o /

ON
INSIDE
INV.=2060.00
I \ /
/ /
I
I
DIA RCP OUTFLOW
36
PIPE INV. 2058.00
Q
Q
5.{
Y
/
I I u'
ro - --- ----- -- - TOP OF SLAB
T ELEV. = 2057.00
R•_n• I BOTTOM OF POND=2057.0
BASE REINFORCEMENT
14 O 12' EA. WAY SIDE VIEW
FRONT VIEW
DETENTION POND 4 OUTLET CONTROL STRUCTURE
NOT TO SCALE
E & GRATE
= 2071.50
PEDESTAL TOP
TOP OF POND
ELEV 207000
RIP RAP
72"x 72' NTI-SEEP
A
COLLAR
(REFER TO
SHEET OE-7)
36' CIA. OUTFLOW PIPE
INV. = 2058.00
0
J J
/ 1.74
CORE TO BE CLAY J//
OR OTHER IMPERVIOUS
MATERIAL. AS APPROVED
BY GEOTECH. ENGINEER
t
Appendix E
DENR Calculations
IAT JOB iV E'3 D / y ??LL-T/fit c'
SHEET NO. OF
Wolverton & Associates CALCULATED BY %Z C DATE / L7 Oe-1
1 N C 0 R P 0 R A T E D CHECKED BY DATE
SCALE
10 Pe-9--1,4A-AJ&7v-r- CC) I
?CQL,V\ A nJ &- 1 7- Y Cc: ` DE -P 7 _ a
3q 4?
G ? iTd12,v1 v0L(11" E
- -- -- - -9, = o,d5 Y 0.,VC9l 79? _ ©.-7(=,
Sd, ZS-/ s r 1z,:n`D
87, Iov PRc?'D
VowM? _ iZ x.o,76, x- 3? ,S = z.SZ?-r = /og, ace -c-?= i4a?7,
PoN?o Z. ZC06- P,,? ? lac`)
ZccG • ZS
62 = q- e) t
l . o , z
r11 1
,q 0'54 -7, e7 So- t
Uc?
;rte r/C ?t ca 1. c° R t r -L ?} S 5 v,t,t E r} r r J S +"zDcN??--
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVA)
STORNIWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT WFORIN ATION
Project Name: lv ?v? ?'_ r3 r-NO /l?{=t?F7-??
Contact Person: Phone Number: (77-) '11/117- Y-7? I
For projects with multiple basins, specify which basin this worksheet applies to: D-15 1n., /
' elevations
Basin Bottom Elevation ?Do 2 ft. (floor of the basin)
Permanent Pool Elevation 74,05 ft. (elevation of the orifice)
' Temporary Pool Elevation 0&66. Z.S ft. (elevation of the discharge structure overflow)
' areas
Permanent Pool Surface Area M-1) sq. ft. (water surface area at the orifice elevation)
Drainage Area 34 - g ac. (on-site and off-site drainage to the basin)
Impervious Area 31. L4 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume
' Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA 1
Diameter of Orifice
Desi,2n Rainfall
Design TSS Removal '-
/-1&,ZY5 cu. ft.
05' (combined volume of main basin and forebay)
(D4, A50 cu. ft.
q?" 6 (3 cu. ft.
5.56
3 X3 in.
in.
(volume detained above the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from D iVO table)
(2 to 5 day temporary pool draw-down required)
(minimum 850% required)
1 Form SWU-102 Rev 3.99 Page I of 4
1
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious "o and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
' 2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BhtP manual provides design tables for both 85% TSS removal and 90% TSS removal.
R. REQUIRED ITEIMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
1 Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
? b. The forebay volume is approximately equal to 20110 of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
N1 iSt e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
? f. The basin length to width ratio is greater than 3:1.
,VI.4 g. The basin side slopes above the permanent pool are no steeper than 3:1.
NIA h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. (P ?sr Po 5? ?•1-SE.?t?vr- 15 Sew A/
? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND iNIAINTENANCE AGREE-NIENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 0 aes no incorporate a vegetated filter at the outlet.
' This system (check ogre) 0 does oes no incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation. erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 759110 of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads ?--L5' feet in the main pond, the sediment shall be removed.
' When the permanent pool depth reads 2-2-5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAINI
Ull in the blanks)
' 0 Permanent Pool Elevation 2?5
Sediment Re oval E1.20oZ 1S ;75o
Sediment Removal Elevation ?5 75%
e anon Bottom Ell - Sediment
Z a-- o --
Bottom Elevation Y 25/0
FOREBAY NLUN POND
5. Remove cattails and other indi,2enous wetland plants when they cover 500,10 of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebav berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
1
1 Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this day of and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Pace 4 of 4
TV
Wolverton & Associates
1 N C 0 R P 0 / R A T E D
_ p?I_i='1 f}rt/E.?1T tt ?'U L S??-r=?-c? ?1
- -- - ' -- `-{ -A-c
kA 7 iZA-n o J. ?{o C r v7 € ??o?.a-r?r?
- I l C? _ ?o S F G2
s P = (3 40/t ov) 3,. 4
lyl?3G r- r;);2C\j T
2 J 5 ?r2M V 0 L C? ivt
a
1fUt,c?,?E r, • LZ/k F = ?(o Z(e
-- - --- --- - ----cry-? ?F-- - - - - - - - - -
o S? CF S
-- --------
C, 5 - Zia El .C:O
US! N 6 G 9,,' U'L-A a?_ t r-lcG
A-= 0, ct
= ti
G -,; rz
JCB z vo; ;iV D /v rN ' T?C G:;
SHEET NO.
CA
TED
Y
C OF
i
L?
L
ULA
B DATE / Z7 Q
CHECKED BY DATE
SCALE

F-ul,`-' =5?
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DW!2)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Nfanacement Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: 6?7.i c? /V\A44 CT 12 LA-cr-
Contact Person: o D!2 zavr?rtp6C Phone Number: (?7o ) 40-7-"Iq
For projects with multiple basins, specify which basin this worksheet applies to: 13 AS i N 7-
elevations
Basin Bottom Elevation ?,,Cc S ft. (floor of the basin)
Permanent Pool Elevation Z60 eg ft. (elevation of the orifice)
Temporary Pool Elevation 2eo $.105 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area sq. ft. (water surface area at the orifice elevation)
Drainage Area 3.44 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.8 ac. (on-site and off-site drainage to the basin)
vo?umes
Permanent Pool Volume 35, 1?4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 2, (0 cu. ft. (volume detained above the permanent pool)
' Forebay Volume FI cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal-
.,
1 Form SWU-102 Rev 3.99
3.41) (surface area to drainage area ratio from DTVO table)
l ?5 in. (2 to 5 day temporary pool draw-down required)
?S °,o (minimum 85% required)
Page I of 4
Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious "o and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 909110 TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
' Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
' Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
? b. The forebay volume is approximately equal to 20% of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 davs
NI k
"IA
u!A

,?
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. C PX&Pe5EV ?hS e.V7- 15 St-w.J o.v R.tw
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. NVET DETENTION BASIN OPERATION AND INIALNTENANCE AGREEtiIENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does no incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
1 Form SWU-102 Rev 3.99 Page'_ of
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, ripmp, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 7591'0 of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will Qive an accurate
depth reading and not readily penetrate into accumulated sediments. V
When the permanent pool depth reads Z•ZS feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2,7-5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
011 in the blanks)
0 Permanent Pool Elevation -
Sediment Re :oVal El. 75 o
----------Sediment Removal Elevation Z9d75°'
0
Bottom non Z?o$.o ---------------------------------------
V Bottom Elevation 'WS.o 25;0
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
M 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
I Form SWU-102 Rev 3.99 Paze 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible patty.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 501,'0 of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
s.1 SEAL
My commission expires
Form S%VU-102 Rev 3.99 Page 4 of4
t
AXT Joe
SHEET NO. G OF
Wolverton & Associates CALCULATED BY rJZ J DATE / Z? U
1 N C 0 R P 0 R A T E D CHECKED BY DATE
SCALE
0
c` ?v env T 1`c^a l;j1' Try _
7
S r2? VG ?-v E
gv = o cos -?-oC7&1 i ('? 1) = a - 8 7
VUW,,vl c = /t/2 x Q . 8 X q. s 3 l ? _ / j/ 8qS ?F J
- D ?11? -)()U-IA/ vG L"ll"l, 8:- /AI Z TO S _ Dit `/ S
- /3 6,3 S p c O CFS
QED z L 86 qc
fkC^C ?.^? _ ? / 7, 2 - ZG 10 _ 1, 7 5 F
fJ, tN ? C 1 acv ?;-,2 0? 1 F «;?'- E v,4-T t C AJ
0.5
a=- 0A
L
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by D CVO)
STORNIWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: E- 6oa r_-_' / k iz.Y.-2TQ ?
Contact Person: ep? Phone Number: -7- B94'
For projects with multiple basins, specify which basin this worksheet applies to: Sin/ 3
elevations
Basin Bottom Elevation 200 1.O ft. (floor of the basin)
Permanent Pool Elevation ZO 10.0 ft. (elevation of the orifice)
Temporary Pool Elevation ZO f 3. 4;' ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 3120 sq. ft.
Drainage Area y. _ ac.
Impervious Area y•4 ac.
volumes
Permanent Pool Volume 1 / a cu. ft.
Temporary Pool Volume 13, 84< cu. ft.
Forebay Volume 2.3Z5 cu. ft.
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
Other parameters
SA/DA1 1 • (-7 (surface area to drainage area ratio from DIVO table)
Diameter of Orifice l • S in. (2 to 5 day temporary pool draw-down required)
Design Rainfall in.
Design TSS Removal 2 BS °'o (minimum 85% required)
Form SWU-102 Rev 3.99 Paue I of 4
' Footnotes:
1 When using the Division SA/DA tables, the correct SAiDA ratio for permanent pool sizing should be computed based upon the
actual impervious °'o and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
' 900,6 TSS removal. The NCDENR BNIP manual provides design tables for both 851.'o TSS removal and 90°.'o TSS removal.
II. REQUIRED ITE?vIS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
' (N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). (I FT ae P,
' ? b. The forebay volume is approximately equal to 201,110 of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
?? A e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
nAA g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. (P?PoS? E.+4E,ai5'+7- /S. SH-W-1i o,v P«w3
s ? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. NVET DETENTION BASIN OPERATION AND INLAINVTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does ffiR incorporate a vegetated filter at the outlet.
This system (check one) 0 does incorporate pretreatment other than a forebay.
I Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
t

1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
-I. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75,o of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads !o • 7 S feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads '3-7"' feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
011 in the blanks)

S,ediment R
s
Bottom
I

0 Permanent Pool Elevation Zo/O•D
El. 06-ZS 75 0
_________o _• _ Sediment Removal Elevation 7003.25 175%
on ? ' 1 , ---------------------------------------------Vj-------
oo Bottom Elevation ZoO( •O +25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the vet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50:0 of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of ,
County of do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Pa<ze _ of 4

IAT
Wolverton & Associates
I N C OA R P 0 R / Al T E D
- u ! tit f SU a
SHEET NO. OF
CALCULATED BY -z-S DATE G;a
CHECKED BY DATE
SCALE , _? . - - -- --- - - --, ..

( um ,tF-? !L rv : v ??v?zo PM car
r4
SA j :SD gr?to = Z.o&

3,0
p . L9 r ? = /z, 03 Z SF 4-07
!3, Z3S SF rT-ov D
ell = o , o S ?-- X09 ??o = o . Sa
O W 1-1.1 ? 5
V/ 1 ?Z X D . 0 X /cf. 3 = D, S9? JF. = 2S, ?jSS cF ??
- l??r}zc?tuN t?a[-uNt iN Z -ro S Sri ?S
-
-- v N? She 2-0(1.60 0 (z?, 47- c F ?' ? )
e . ,ED FT
US ? ,fcci G? ? Gv ?? ?i?-? F , ?-E ? c:•4 r? ov '
4???? ?.S
6 4
=D035 ?E
Z
L ?t
S?J = jrC ' c 115 z. ? CL' ???r"t?
r y 1.2? D? r? 2. 3 v
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVA)
STORIAWATER MANAGEMENT PERMIT APPLICATION FORM

WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Manaizement Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: e-e_tea 1?, JVkA-ekc..a7- pc,d.e?
Contact Person: r_&?Drn Phone Number. (-77e) 9ry7- egg /
For projects with multiple basins, specify which basin this worksheet applies to: 5A-S n/ 4
elevations
Basin Bottom Elevation 20 S -7 - 0 ft. (floor of the basin)
Permanent Pool Elevation 'L060-0 ft. (elevation of the orifice)
Temporary Pool Elevation 20 6l • to ft. (elevation of the discharge structure overflow)

areas
Permanent Pool Surface Area t'j , ZS5 sq. ft. (water surface area at the orifice elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area 7.2 ac. (on-site and off-site drainage to the basin)
volyimes
Permanent Pool Volume
' Temporary Pool Volume
Forebay Volume
' Other parameters
SA/DA I
' Diameter of Orifice
D
i
R
i
f
ll
es
gn
a
n
a
Design TSS Removal'-
'
Form SWU-102 Rev 3.99
X0,946 cu. ft. (combined volume of main basin and forebay)
Z 6 iV4 L cu. ft. (volume detained above the permanent pool)
f39 Z cu. ft. (approximately 20% of total volume)
2 b <o (surface area to drainage area ratio front DIM table)
Z-15 in. (Z to 5 day temporary pool draw-down required)
in.
$? % (minimum 85% required)
Page I of 4
'1
Footnotes:
When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
' 2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
900,16 TSS removal. The NCDENR BMP manual provides design tables for both 85"o TSS removal and 90% TSS removal.
' II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
' (N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
' Applicants Initials
? a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
f c. The temporary pool controls runoff from the design storm event.
' ? d. The temporary pool draws down in 2 to 5 days.
.v e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
' ? f. The basin length to width ratio is greater than 3:1.
N? g. The basin side slopes above the permanent pool are no steeper than 3:1.
1 All,+ h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
' ? j. A trash rack or similar device is provided for both the overflow and orifice.
? k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way. PRoPoSrZ? ts}3E,kc,?/7 SHOWAJ dN AC'+rJ
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.

in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. NVET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
I' Form SWU-102 Rev 3.99 Page 2 of 4
' Maintenance activities shall be performed as follows:
' 1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75°'0 of the original design depth (see diagram below). Removed sediment shall be disposed of
' in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
' depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads Z•Zr' feet in the main pond, the sediment shall be removed.
' When the permanent pool depth reads Z•ZS feet in the forebay, the sediment shall be removed.
' pediment Re oval El. ZOS 775 IY 75yo
of
Bottom Ele ation 2jc7$7 -0 o
O
FOREBAY
BASIN DIAGRAIM
6611 in the blanks)
Permanent Pool Elevation ZOGD•0
Sediment Removal Elevation ZOS-7• 15 ( 750,0
----------------------------
Bottom Elevation 7057.0 25°0
MAIN POND

5. Remove cattails and other indigenous wetland plants when they cover 501o of the basin surface. These
' plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Paee 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 500,'a of the lots have been sold and a
resident of the subdivision has been named the president.
1, , a Notary Public for the State of
County of do hereby certify that
personally appeared before me this day of and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
Wqr?. Michael F. Easley, Governor
O?? RQG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
\
(q Alan W. Klimek, P.E., Director
] Division of Water Quality
.? Coleen H. Sullins, Deputy Director
Division of Water Quality
February 5, 2004
Horne Development-Riverbend, LLC
412 N. Cedar Bluff Road, Suite 205
Knoxville, TN 37923
Subject Project: Riverbend Marketplace
Buncombe County
DWQ# 03-0992
To Whom It May Concern:
The 401 Wetland Unit is in the process of reviewing the stormwater plans that you
provided for the project known as Riverbend Marketplace.
Also, the 401 Certification Unit received the enclosed check for $420.00 since there are no
additional fee requirements for this review process.
If you have any questions please contact me at 919-733-9646.
Y,
nit
bs
cc: Central Files
File Copy
Andrew Whorton
Clearwater Environmental Consultants
300 N. Main St., Suite 202
Hendersonville, NC 28792
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (htip://h2o.encstate.ne.us/ncwetlands)
Customer Service #: 1-877-623-6748
.17
REbENR
W 4T ?9QG
September 29, 2003
DWQ# 03-0992
Buncombe County
Mr. Michael Patterson
Horne Properties, Inc.
Cedar Bluff Office Park
412 N. Cedar Bluff Road, Suite 205
Knoxville, Tennessee, 37923-3609
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Patterson:
You have our approval, in accordance with the attached conditions, to place permanent fill in 797 linear feet of intermittent streams,
75 linear feet of perennial streams and 0.25 acre of wetlands in order to construct the Riverbend Marketplace in Buncombe County, as
described in your application received by the Division of Water Quality on August 12, 2003. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification Number 3402, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands. This Certification allows you to use Nationwide Permit Number 39 when it is issued by the U.S.
Army Corps of Engineers. In addition, you should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also this approval
will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project, you must
notify us in writing and you may be required to send us a new application for a new certification. If the property is sold, the new owner
must be given a copy of the Certification and approval letter and is thereby responsible for complying with all conditions. If total wetland
fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506
(h). For this approval to be valid, you must follow the conditions listed in the attached certification, as well as the additional condition
listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or areas within
50 feet of all streams and ponds on the property. These mechanisms shall be put in place within 30 days of the date of this letter or
the issuance of the 404 Permit (whichever is later). A sample deed notification format can be downloaded from the 401/Wetlands Unit
web site at http://h2o.enr.state.nc.us/ncwetlands ;
2. An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office before the
impacts specified in this Certification occur per condition no. 3 in General Certification 3402. The stormwater management plan must
include plans and specifications for stormwater management facilities that are appropriate for surface waters classified as Class C
and deigned to remove 85% TSS according to the most recent version of the NC DENR Stormwater 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 stormwater 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 stormwater practices shall be made without written authorization from the Division of Water Quality;
3. You are required to return the attached Certification of Completion form to notify DWO when all work included in the 401 Certification
has been completed.
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 date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 150B of the North Carolina
General 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 Water Quality under Section 401 of the Clean Water Act. If you have any
questions, please telephone Kevin Barnett in our Asheville Regional Office at 828-251-6208 or Cyndi Karoly in the Central Office in
Raleigh 919-733-9721.
1 rely,
Si,
Alan W. Klimek, P.E. v
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone]
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
?7_ A
t.? N
f CIJENA
Customer Service
1 800 623-7748
CLEARWATER ENVIRONMENTAL CONSULTANTS, INC.
August 8, 2003
Mr. David Baker
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
, .
151 Patton Ave., Room 208 f 3; "T!,
Asheville, NC 28801
Mr. John Dorney
North Carolina Division of Water Quality
401 Wetlands Unit Y(1?
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Pre-Construction Notification (Nationwide Permit 39)
Riverbend Marketplace (±77.97 Acres)
Asheville, North Carolina
Dear Mr. Baker/Mr. Dorney:
Attached please find a Pre-Construction Notification (PCN) for the Riverbend
Marketplace project (a.k.a., Sayles-Biltmore Bleacheries site), a proposed mixed-use
development in Asheville, North Carolina. On June 17, 2003, ClearWater Envrionmental
Consultants, Inc. (CEC) conducted a wetlands/waters delineation of the property. The
site was reviewed by Mr. David Baker and Mr. Steve Chapin on July 23, 2003. As a
result of that meeting, five wetlands (Wetlands A through D and a linear channel
wetland), one intermittent stream (containing both unimportant and important reaches),
and one perennial stream (Swannanoa River) were identified on the property. The
Riverbend Marketplace project proposed to impact 75 linear feet (<0.01 acre) of
perennial stream (bridge abutment), 797 linear feet (0.12 acre) of intermittent,
unimportant stream and 0.25 acre of wetland. Please review the attached Pre-
Construction Notification Application Form and associated figures and contact us at
[phone] if you have any questions or need any additional information.
Sincerely,
ClearWater Environmental Consultants, Inc.
44 At7_
J. drew Whorton
Senior Ecologist
Cc: Mr. Michael Patterson, Horne Properties, Inc.
300 North Main Street, Suite 202
Hendersonville, North Carolina 28792
Phone: [phone] Fax: [phone]
www.cwenv.com
Attachments: Authorized Agent Letter
Application Fee
Pre Construction Notification Application Form
Figure l : Site Location Map
Figure 2: Site Topographic Map
Figure 3: Soil Survey Map
Figure 4: Jurisdictional Areas
Figure 5: Jurisidictional Impacts
Figures 6-8: Representative Photographs
Bridge Profile, Erosion Control Drawings - Tysinger Hampton & Partners
Stream Channel Evaluation Forms
Threatened and Endangered Species Assessment
HORNE
PROPERTIES, INC.
July 31, 2003
Mr. J. Andrew Whorton
Senoir Ecologist
ClearWater Environmental Consultants, Inc.
RE: River Bend Development
Dear Andrew:
On behalf of Horne Properties, Inc you are hereby authorized to act as the
agent for the above referenced development in Asheville, NC pertaining to
the wetland permitting matters on this project.
Best regards,

Michael Patterson
Development-Manager-_._
N. Cedar Bluff Rd. • Ste 205 • Knoxville, TN 37923-3609 • 865.560.1100 0 fax [phone]
Office Use Only:
USACE Action ID No.
(If any particular item is not applicable to this
1. Processing
Form Version May 2002
DWQ No.
;t, please enter "Not Applicable" or "N/A".)
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Horne Properties,. Inc. Attention: Mr. Michael Patterson
Mailing Address: Cedar Bluff Office Park
412 N. Cedar Bluff Road Suite 205
Knoxville Tennessee 37923-3609
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: mpatterson(@.hpiknox.com
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: J. Andrew Whorton
Company Affiliation: ClearWater Environmental Consultants Inc.
Mailing Address: 300 North Main Street Suite 202
Hendersonville North Carolina 28792
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: awhortonna cwenv com
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Riverbend Marketplace
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 9658.15-52-4618
4. Location
County: Buncombe Nearest Town: Asheville
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): From Highway 25, turn east on
to Swannanoa River Road (N.C. Route 81) and continue towards the intersection of Interstate
240 and N.C. Route 81 Turn right into property entrance located approximately one-quarter
mile from Interstate 240 (Figures 1 and 2)
5. Site coordinates, if available (UTM or Lat/Long): N35°34'387'-, W82°30'56.1"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 79.11 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Swannanoa River
8. River Basin: French Broad River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o enr state nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The majority of the site is currently occupied by the
abandoned Sayles Biltmore Bleacheries which once operated a textile/manufacturing plant.
Due to past use the site is degraded and includes remnant structures, unmaintained roads
Page 6 of 14
ditches, and ash piles. Land use within proximity of this site include light industrial,
commercial, and retail businesses.
IV.
10. Describe the overall project in detail, including the type of equipment to be used:
The project includes the construction of a mixed use development comprised of two
components: 1) a retail power center, to include two large box, discount retail stores,
ancillary retail shops and restaurants, and associated infrastructure and 2) a multi-family
residential area referred to as an Urban Village. Equipment used will be similar to that of
other construction projects and will include bulldozers, backhoes, front end loaders, graders,
and dump trucks.
11. Explain the purpose of the proposed work:_ The purpose of the project is to provide
residential living, retail shopping and dining opportunities to the area. This project will
include re-development of an abandoned textile facility, which is currently a heavily
impacted site and degraded.
Prior Project History
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
The majority of the site was impacted during the time when the bleacheries mill was in
operation. This mill opened in 1926 and continued through the mid-1970's Therefore any
original impacts to jurisdictional systems likely occurred prior to the passage of the Clean Water
Act. In 1990, the property was sold and a wetland delineation was performed by Dames &
Moore. The wetland verification was approved in 1992 (USACE Action ID 199202485), which
identified three wetlands and one stream: however, a final wetland survey was not prepared that
identified accurate locations of these systems. In June 2003, ClearWater Environmental
Consultants (CEC) conducted a wetland/waters delineation on the property. CEC identified four
jurisdictional wetlands and one stream (the Swannanoa River) Following two on-site meetings
with USACE personnel to verify the jurisdictional boundaries, a second drainage channel was
also determined to be jurisdictional consisting of two reaches of linear wetland, two reaches of
intermittent, unimportant stream, and one reach of intermittent important stream
On June 9, 2003, a PCN was submitted to the Asheville USACE office for impacts associated
with a proposed bridge crossing over the Swannanoa River. Impacts for the proposed bridge
totaled 75 linear feet (<0.01 acre) of stream No other impacts were proposed in association
with the bridge crossiniz. Please note that this PCN submittal includes those impacts associated
with bridge crossing, however, these impacts are minimal and only extend 4 feet into the stream
channel. The Swannanoa River is approximately 25 feet wide at this location
Page 7 of 14
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
it is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: The applicant proposes to impact 75
linear feet of perennial stream for a bridge abutment on the edge of the Swannanoa River,
pipe 797 linear feet (0.12 acre) of intermittent, unimportant stream, and fill 0.25 acre of
wetland for the purposes of developing a mixed-use commercial/retail development. Impacts
are necessary to provide building pads for the proposed development and for its attendant
features (parking, stormwater management facilities infrastructure) Intermittent channel
evaluation forms and photographs are enclosed to support their designation as determined to
the field.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
Wetland A Fill 0.07 No 12 Palustrine, Scrub/Shrub
Wetland B Fill 0.02 No adjacent Palustrine, Scrub/Shrub
Wetland C Fill 0.06 No adjacent Palustrine, Scrub/Shrub
Wetland D Fill 0.04 No 12 Palustrine, Forested

Linear Wetland
Fill
0.06
No
Varies Herbaceous wetland
within drainage cllanncl
_ _t__ ]_ L_.. .. ....? 1:....:1...7 /.,• ...s rl,nn -sn.l rl-4- (1mrii71u till
' List each impact separately and identify temporary unpac7s. rrnpacw Li-7u-, .u. WV 11.1 ,......... - al a --- o --
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
" 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at hltn //????1v.fema.?ov.
Page 8 of 14
••' List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.52 Acre
Total area of wetland impact proposed: 0.25 Acre
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intenmittent7
(indicate on ma) (linear feet) Before Impact (please secif )
75 feet
Stream 1 Bridge abutment (linear) x 4 Swannanoa River 25 feet Perennial
feet (width)
Intermittent/
Stream 2 Culvcrt/Pipe 797 UT 6 feet Unimportant

" List each impact separately and identity temporary impacts. impacts mciuuc, uui ;uc ILUL u,w«.....,........? ..- ---- .•r --r+
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
"" Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
\,A w.usns.pov. Several internet sites also allow direct download and printing of USGS maps (e.g., wvww.tonozone com,
wtvw.niapquest_com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 872
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(accts) Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,

bay, ocean, etc.)

diced
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to. fll, excavation, gmg,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Stormwater ponds to be excavated from uplands, no
jurisdictional impacts are proposed See Section XI.
Page 9 of 14
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Local stormwater requirement water quality
requirements.
Size of watershed draining to pond: 32 acres Expected pond surface area: N/A
Extended D Detention Ponds
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Impacts for the proposed development were unavoidable due to site restrictions and
construction requirements The site is separated into two phases that consist of the existing
bleachery mill to the east the undeveloped western portion of the property, which contains steep
slopes The proposed impacts are located between these two areas, and is centrally located
within the mixed use development Furthermore the size of the commercial area is severely
restricted because it is situated between Interstate 240 and the Swannanoa River, which has a
100-year flood lain on-site. These topographic and environmental constraints limit the
developable area allowed for the commercial development (which already meets _local zoning
requirements) In addition the applicant has agreed to allow a portion of the floodplain adjacent
to the Swannanoa River to remain as greenspace and will provide a pedestrian trail along the
perimeter of the river However, the avoidance of the Swannanoa River and the majority of its
floodplain requires that the commercial development expand to the east, which requires
impacting the intermittent unimportant stream The applicant evaluated sacrificing two of the
ancillaU retail shops: however losing these two areas would make the project unfeasible.
The eastern portion of the property, which will contain multi-family residential housing, also
requires impacting portions of the intermittent unimportant streams and the wetlands The only
access road to the commercial/retail area from the residential community will be from _a proposed
road that utilizes an abandoned rail corridor. This road is located southwest of the drainage
corridor containing the stream and wetlands: therefore impacts are required to provide access to
this road and the commercial development Further, the steep slopes located on this portion of
the property require significant cut/fill slopes to provide level building pads for the residential
buildings.
Impacts were minimized by avoiding the majority of the largest wetland Wetland A, and a
portion of the intermittent stream. The on final designs proposed impacts to this wetland
however, the applicant was willing to remove this area from development which resulted in a
loss of 0.75 acre of developable area Impacts downstream will be minimized through the
construction of stormwater management and water quality measures as well as the
implementation of appropriate Best Management Practices (BMP) measures. The stormwater
management and water quality measures are discussed in detail in Section XI.
The proposed bridge crossing will impact approximately 75 linear feet of stream. This
impact is associated with an abutment that will extend four feet into the average flow channel of
the Swannanoa River. Although there is an existing old and narrow bridge to the property, it
Pap 10 of 14
does not satisfy traffic/safety requirements and its location on Swannanoa River Road is a
hazardous location for ingress/egress.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http'//h2o enr state nc us/ncwetlands/stringide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The applicant proposes to purchase mitigation through the North Carolina Wetlands
Restoration Program for impacts to 797 linear feet of intermittent, poor quality stream. No
miti ation is proposed for impacts resulting from the bridge crossing, because the bridge
abutment will only extend 4 feet into the channel. Due to the highly disturbed condition of
the wetlands because wetland impacts fall below the minimum thresholds of the Division of
Water Quality requirements for mitigation and because wetland impacts should be
considered minimal no mitigation is ro osed for wetland impacts.
Although not considered for compensatory mitigation the applicant has agreed to allow
the area adjacent to the Swannanoa River to be dedicated to the City of Asheville in
accordance with their greenway program Additional landscaping along with trails for public
access are among the enhancement proposed for this area before it is turned over to the City.
Page 11 of 14
In addtion the first 50 ft measured from the Swannanoa River bank will be left undisturbed
as a natural buffer to the river. The only exception will be for the construction of the new
brid e and the storm water outfall pipes. The existing pavement within this area will also be
removed and replanted with native material to enhance the buffer area.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://112o.enr.state.nc.us/wrp/index.litm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 797 linear feet
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate) funds or the use of public
(federal/state) land?
Yes ? No
if yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Page 12 of 14
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Miti tion
1 3
2 1.5
Total
' Zone 1 extends out 3U tcet perpenaicuiar uum iiucu ihum u..,.LWu...1>
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The site currently contains proximately 32 acres of impervious surfaces on the 79 acre site
(40% impervious) as a result of the bleacheries mill and associated structures. The proposed
mixed use development will include approximately 31 acres of impervious surfaces for the
commercial component and approximately 15 acres of impervious surfaces for the Urban Village
component (totaling 58% impervious) -
The proposed storm water management system consists of a series of curbs and catch basins
that collect storm water runoff from the buildings parking lots and roadways. A series of storm
sewer pipes conveys the storm water runoff into oil/grease interceptors which will act as a
foreba_y and trash collection system before runoff is discharged into the extended dry detention
ponds The extended dEy detention ponds will detain the first flush volume in the lower portion
of the ponds and slowly release the water quality volume over a 24 hour period. A_. gravel
underdrain system will be used to facilitate the bleeddown of this volume. The bottom of the
ponds will also be planted with wetland type plant material to further enhance the water quality
treatment The detention ponds have been designed to restrict post-development flows to pre-
development rates for design storm event up to and including the 100 year event.
Page 13 of 14
XH. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
The project will tie in to existing sewer service provided by the public sewer facilities for the
City of Asheville (Metropolitan Sewerage District of Buncombe County)XIH. Violations (required by DWQ)

Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
0CP
A pplicant/Agent's Signature v bate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 14 of 14
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Clearwater Riverbend Marketplace
Environmental
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Clearwater
Environmental
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Horne Properties, Inc.
Riverbend Marketplace
Site Topographic Map
August 2003
N.T.S.
83012-001
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Horne Properties, Inc.
Clearwater
Environmental Riverbend Marketplace
Consultants
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August 2003
N.T.S.
83012-001
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UNIMPORTANT, INTERMITTENT STREAM: 1.054 LF./0.148 ACRE
IMPORTANT. INTERMITTENT STREAM: 187 LF./0.028 ACRE
' PERENNIAL STREAM (SNANNANOA RIVER} 2592 LF./1.48 ACRE
LEGEND
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CLEARWATER Home Properties, Inc. August 2003
ENVIRONMENTAL Rh bend Marketplace 1Inch = 400 Feet
CONSULTANT % INC.
83012-001
Judsdlctlonal Areas Figure 4
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TOTAL IMPACTS 872 LF. STREAM; 0.37 ACRE WETLANDS/WATERS
LEGEND
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CL''9.ww Home Properties, Inc. August 2003
CLEARWATER Ei7V1RONLUffAL RiverbeM Marketplace 1 Inch = 400 Feet
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97012-001FqumtlhlOp4 Horne Properties, Inc. AuguS
Clearwater Riverbend Marketplace N.T.S.
Environmental 83012-001
Consultants
lip ti Representative Channel Photographs Figure 6
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83012-001Flqures.8,10p5 Horne Properties, Inc. /August tUuo
Clearwater Riverbend Marketplace N.T.S.
Environmental 83012-001
Consultants
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83012-001HU. -RtlOpe August 2003
Horne Properties, Inc.
Clearwater Riverbend Marketplace N.T.S.
Environmental
Consultants 83012-001
El,l 11 Representative Channel Photographs Figure 8
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STREAM EVALUATION WORKSHEET
1. PROJECT INFORMATION
1. Applicant's name: NDIne &b G iitS ?iC.. 2. Evaluator's name:
! J. /'tnd{LI.? ??o{{yam
1
3. USACE Action ID Number: 4. DWQ Number:
II. SITE INFORMATION
1. Date of evaluation: 0 -?,l J.403 2. Time of evaluation: .? D O ,o y.\
3. Name of stream:- _ UT fo Su4Nn+rt,40,4 Its v44 4. River basin: F Z9SJ4C-W , to ooto
5. Approximate drainage area: 32 Acwtt' 6. County: U"ple-00"Le-
7. Location: 1? rnn/dor e-47-y Lot.,i-7%t 4DT/ft6tir la Sur4r w/In,on 721u4ee ,4,,w .u60cnf-
eF IjrE41TnriE SID /?%T S1V,14,rS- 9j4.riyo•ce QL r{?Ed.7F? eliGL
8. Length of reach evaluated: 1 ?:7- L• 9. Proposed channel work: ?A)OA4E
10. Recent weather conditions: I -4cm-imAz rm *1 , O..S- 0.7S in OTW lalh
11. Site conditions at time of visit: P?4JT f?tlTwe,6?tN?E FnoAl &,64,ty E417 Mi/-/-
12. Is channel located in a Water Supply Watershed? YES NO If yes, describe:
13. Is there a pond or lake located upstream of the evaluation point? YES 0 If yes, estimate the water surface area:
14. Does channel appear on USGS quad map? a NO 15. Does
channel appear on USDA Soil Survey? YE NO
16. Estimated Watershed Land Use: _% Residential "2S % Commercial ozS% Industrial _% Agricultural
-30 % Forested 16 %Cleared / Logged 16% Other ( TNrt ttTOUF??oMOf )
17. Channel width at top of bank: Q F4 5c T 2. Bank height from be%oderate(4to4%) op of bank: 0 FEE T
18. Channel slope down center of stream: -Flat (0 to2%) -Gentle (2 to 4%) -Steep (> 10%)
19. Channel sinuosity: Straight -Occasional Bends -Frequent Meander -Very Sinuous _Braided Channel
III. OBSERVATION ASSESSMENT WORKSHEET (see reverse)
Observations should be based on assessment of entire reach of channel under evaluation. Individual characteristic scores must be
within the range shown for a particular ecoregion (there are no specific boundaries for the coastal, piedmont, or mountain
ecoregions, and it is up to the evaluator to determine the most appropriate ecoregion, which is to be used for all characteristics). The
total score assigned to the stream channel must range between 0 and 100, with a score of 100 representing a channel with the highest
possible assessment of quality. If a particular characteristic cannot be evaluated, write NA in the scoring box, provide an
explanation in the comment section, and correct the score by multiplying the Total Score by 100 and dividing the resulting sum by
the adjusted maximum point value. See notes on page 3 for a brief description of characteristics identified in the worksheet.
Total Score (from reverse):
A'r 4 Nrck- 33
Paj -_T Comments:
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*This channel evaluation form is intended only to be used as a guide to assist landowners and environmental professionals
gather the data required by the United States Army Corps of Engineers in order to make a preliminary assessment of stream
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3138 92581 HWY..
.ARSON Ott, TEN°cISQ 77110
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ASHEVILLE, NORTH
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DNG TITLE
EROSION CONTROL
MME DATE
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LACE-OLD SAYLES
DATE: 0712/03: BLEACHARY
DRAWN: TLK MAP NAME: TOPOGRAPHIC MAP / U.S.G.S. QUAD: ASHEVILLE
JOB NO: 0221501C LOCATION: BUNCOMBE COUNTY, NORTH CAROLINA
N36034'39"& E82030'46"
TYSINGER, _HAMPTON & PARTNERS, INC.
ENGINEERS • SURVEYORS* PLANNERS • GEOLOGISTS a SCIENTISTS
TH P P.O. BOX 982 3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 378030982 JOHNSON CITY, TENNESSEE 37801-1345
TELEPHONE: [phone] FAX: [phone]
Solutions for the Future www.tysinger-ongineering.com email: thpftysinger-engIrwering.eom
ASSESSMENT WORKSHEET
CIiAl[ CTERLSTICS INDICATOR VALUE:RA1vGE::
_., ,.. SCORE'..

1 Presence of flow / persistent pools in Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
stream no flow or saturation = 0• strong flow = 4
2 Evidence of past human alteration Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4

extensive alteration = 0• no alteration = 4 I
3 Riparian Zone Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no ve etation = 0• extensive vegetation = 4
4 Evidence of nutrient or chemical Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
discharges extensive discharges = 0• no discharges = 4
5 Groundwater discharge Coastal: 0-4 Piedmont: 0-4 Mountain: 0-

no discharge = 0• springs, sees wetlands etc. = 4 I
U
v?
6
Presence of adjacent floodplain Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
>4 od lain = 0• broad undevelo ed flood lain =
fl
0 of

a+ 7 Entrenchment / floodplain access al: 0-4 Piedmont: Owl Mountain: 0-4
L
o
3
(ful
l
y
entrenched
= 0• regular flood lain access= 4) 1
8 Presence of Adjacent Wetlands Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 d
no wetlands = 0• large adjacent wetlands= 4
9 Channel Sinuosity Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4

extensive channelization = 0• natural meander = 4 I
10 Sediment input Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
extensive deposition= 0• little or no sediment = 4
1 I Size & diversity of channel bed Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
substrate fine homogenous = 0• large, diverse sizes = 4
12 Evidence of channel incision or Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
widening (deeply incised = 0• stable bed & banks = 4
13 Presence of major bank failures Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
severe erosion = 0• no erosion stable banks = 4
Coast
l
0
4 Pi
d
14 Vegetation coverage on banks a
:
-
e
mont: 0-4 Mountain: 0-1
full exposed banks = 0. 100% coverage = 4
15 Root depth and density on banks Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no visible roots = 0• dense roots throughout = 4
16 Impact by agriculture or livestock Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
production substantial impact =0• no evidence = 4
17 Presence of riffle-pool steps Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no riffles/ripples or pools = 0• well-developed = 4
H 18 Habitat complexity Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
little or no habitat = 0• frequent, varied habitats = 4
19 Cano
covera
e over strea
b
d Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
py
g
m
e h
no s
ading vegetation = 0• continuous canopy = 4
20 Substrate embeddedness Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
(deeply embedded = 0• loose structure = 4
21 Presence of stream invertebrates Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4
22 Presence of mollusks or crustaceans Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
CS no evidence = 0• common numerous types =4

0.4 23 Presence of amphibians Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
O no evidence = 0, common, numerous types =4
p 24 Presence of fish Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4
25 Evidence of wildlife use Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
(none evidence = 0 abundant evidence = 4

TOTAL SCORE'S 33
?a
STREAM EVALUATION WORKSHEET
1. PROJECT INFORMATION -T-
1. Applicant's name: 1-d&Wt Paaoff T7g -rhi 2. Evaluator's name: J AyO KEU In )if -T-6,J
3. USACE Action ID Number: 4. DWQ Number:
II. SITE INFORMATION
1. Date of evaluation: 0 --7- L S-?a 3 2. Time of evaluation: .? d
3. Name of stream: t-AT - -ro 9 Je0,yjr4Nc.4 It ikm 4. River basin: Fg9r4ci4 ifrZO-419
5. Approximate drainage area: -2 oL A c f 6. County: &AjLOW40C
7. Location: 6Z06Fa fS L Ot- 4 7-6 D 4-6- 9EZ1j9EN % -O?A Ste. A,,-jNA4#y 4 - r2c JE•Z
&N, =N7 it s nn-; r- o AS T TifF sA1i1-s f - d lt- rm we rs rf£iE? F1' r?l < < c
8. Length of reach evaluated: J Q L. 1C 9. Proposed channel work: 6l.«UC.44- l F« <
10. Recent weather conditions: 714t tryOe.4j IKf+'t Q , J-- a , 7? -iv o OF 1?,t1tQ
11. Site conditions at time of visit: P,41r D1S7-ita,#,J&c5S FaOf-t [tc.E.4crttti4 ?{??? ,Qcp vi r-,rS
12. Is channel located in a Water Supply Watershed? YES 0 If yes, describe:
13. Is there a pond or lake located upstream of the evaluation point? YES 0 If yes, estimate the water surface area:
14. Does channel appear on USGS quad ma ? 6 NO 15. Does
channel appear on USDA Soil Survey? 4 NO
16. Estimated Watershed Land Use: _% Residential ok % Commercial J-rO/o Industrial _% Agricultural
3 Q % Forested I U %Cleared / Logged 16 % Other (_CyT7E.cinf;-6 ' /rtwgos )
17. Channel width at top of bank: ? F4 T 2. Bank height from bed to top of bank: 4 T
18. Channel slope down center of stream: -Flat (0 tot%) -Gentle (2 to 4%) ,-Moderate (4 to 4%) -Steep (>100/o')'
19. Channel sinuosity: IIStraight Occasional Bends -Frequent Meander -Very Sinuous -Braided Channel
III. OBSERVATION ASSESSMENT WORKSHEET (see reverse)
Observations should be based on assessment of entire reach of channel under evaluation. Individual characteristic scores must be
within the range shown for a particular ecoregion (there are no specific boundaries for the coastal, piedmont, or mountain
ecoregions, and it is up to the evaluator to determine the most appropriate ecoregion, which is to be used for all characteristics). The
total score assigned to the stream channel must range between 0 and 100, with a score of 100 representing a channel with the highest
possible assessment of quality. If a particular characteristic cannot be evaluated, write NA in the scoring box, provide an
explanation in the comment section, and correct the score by multiplying the Total Score by 100 and dividing the resulting sum by
the adjusted maximum point value. See notes on page 3 for a brief description of characteristics identified in the worksheet.
Total Score (from reverse): / ? Comments: THU Atx i ?2Z,40t a) ?F7?re.•+iNEo
O 13,C- tl Li.•+?.y A GJE Tc 6LPJb Ac F is egg r6,, = o F h`YDnorrfY77C
V?CF-T74i]Of.r At-ip Sr4lN.Lrg-7Za . ou- TitYloc?6?fo?.T 1?07 mm d? C k"gjN L_
Evaluator's Signature Date_ Q ;X LJ T163
*This channel evaluation form Is intended only to be used as a guide to assist landowners and environmental professionals
gather the data required by the United States Army Corps of Engineers in order to make a preliminary assessment of stream
ASSESSMENT WORKSHEET
CIIAItACTE1ZL?TiCS 7NDICAT
QR VALUE RANGE'
SCORE

- „' (by
cco on
I Presence of flow / persistent pools in Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
stream no flow or saturation = 0• strong flow = 4
2 Evidence of past human alteration Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
extensive alteration = 0• no alteration = 4
3 Riparian Zone Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no ve etation = 0• extensive vegetation = 4
4 Evidence of nutrient or chemical Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
discharges extensive discharges = 0• no discharges = 4
5 Groundwater discharge Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no dischar e = 0• springs, sees wetlands etc. = 4
En 6 Presence of adjacent floodplain Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no flood lain = 0• broad undeveloped flood lain =
w 7 Entrenchment / floodplain access Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
full entrenched = 0• regular flood lain access= 4
8 Presence of Adjacent Wetlands Coastal: 0-4 Piedmont: 0-4 Mountain: 04
j
no wetlands = 0• large ad
acent wetlands= 4
9 Channel Sinuosity Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
extensive channelization = 0• natural meander = 4 O
10 Sediment input Coastal: 0-4 Piedmont: 04 Mountain: 0-4
extensive deposition= 0• little or no sediment = 4
11 Size & diversity of channel bed

substrate Coastal: 0-4 Piedmont: 0.4 Mountain: 04

fine homogenous = 0, large, a diverse sizes = 4
D
12 Evidence of channel incision or Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
widening (deeply incised = 0• stable bed & banks = 4
13 Presence of major bank failures Coastal: 0-4 Piedmont: 0-4 Mountain: 013
severe erosion = 0• no erosion stable banks = 4
14 Vegetation coverage on banks Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
full exposed banks = 0. 100% coverage = 4
15 Root depth and density on banks Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no visible roots = 0• dense roots throughout = 4 n1
lJ
16 Impact by agriculture or livestock
production Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
substantial impact =0• no evidence = 4 /
17 Presence of riffle-pool steps Coastal: 013 Piedmont: 0-4 Mountain: 0-4
no riffles/ripples or pools = 0• well-developed = 4 (.J

H 18 Habitat complexity
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
little or no habitat = 0• frequent, varied habitats = 4
19 Canopy coverage over streambed Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no shadin vegetation = 0• continuous canopy = 4
20 Substrate embeddedness Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
(deeply embedded = 0• loose structure = 4
21 Presence of stream invertebrates Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4 D
y, 22 Presence of mollusks or crustaceans Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4
23 Presence of amphibians Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
O no evidence = 0• common numerous types =4
24 Presence of fish Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4) D
25 Evidence of wildlife use Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
none evidence = 0 abundant evidence = 4
'TOTAL SCORE'S '

STREAM EVALUATION WORKSHEET
1. PROJECT INFOPRMATION )
1. Applicant's name: ?'TUrCrvF Afae4471g Qle.. 2. Evaluator's name:
3. USACE Action ID Number: 4. DWQ Number:
II. SITE INFORMATION
1. Date of evaluation: O ?L 4 3 2. Time of evaluation:
3. Name of stream: V T- +o Si-J/}NNi4 rv oA Ylrvcit 4. River basin: F2EN«f &204
5. Approximate drainage area: J.S -,X0 fice65 6. County: J< rAA1 (_om zfE
7. Location: dPrs 2Tct oU4-TEb f?DJ?u? ?/J?`Tc??£?v }n,?•.¢.joia- A-J3
..,7 21TA n= ol-r(o /,l-r- Sd W-61 -4114Tdtac?E
8. Length of reach evaluated: J o? G . F 9. Proposed channel work: Lr..L VE.t r?F«L
10. Recent weather conditions: /?'f?nroc2S?2.K p. - O."?-S' ".Jc.",- iLrtrN
11. Site conditions at time of visit: iOM7- DrST7(Aet4d+JC6 Edon &FAL&&tY Pqm(.: 2EcEn1T LC ?N(, 44TAU6,T
12. Is channel located in a Water Supply Watershed? YES 9 If yes, describe: 'TD S rR,541\
13. Is there a pond or lake located upstream of the evaluation point? YES Zg?If yes, estimate the water surface area:
14. Does channel appear on USGS quad map? O NO 15. Does
channel appear on USDA Soil Survey? NO _
16. Estimated Watershed Land Use: _% Residential GZS % Commercial dl- % Industrial _% Agricultural
?Q% Forested I Q %Cleared / Logged L% Other ( NT?'4S r*rgdzd S
17. Channel width at top of bank: g F64:.r 2. Bank height from bed to top of bank: G F5?7-
18. Channel slope down 7straight of stream: v Flat (0 to2%) -Gentle (2 to 4%) Moderate (4 to 4%) -Steep (> 10%)' `19. Channel sinuosity: Occasional Bends -Frequent Meander -Very Sinuous -Braided Channel
III. OBSERVATION ASSESSMENT WORKSHEET (see reverse)
Observations should be based on assessment of entire reach of channel under evaluation. Individual characteristic scores must be
within the range shown for a particular ecoregion (there are no specific boundaries for the coastal, piedmont, or mountain
ecoregions, and it is up to the evaluator to determine the most appropriate ecoregion, which is to be used for all characteristics). The
total score assigned to the stream channel must range between 0 and 100, with a score of 100 representing a channel with the highest
possible assessment of quality. If a particular characteristic cannot be evaluated, write NA in the scoring box, provide an
explanation in the comment section, and correct the score by multiplying the Total Score by 100 and dividing the resulting sum by
the adjusted maximum point value. See notes on page 3 for a brief description of characteristics identified in the worksheet.
Total Score (from reverse): 1 l Corn
7-D 4J,--7L-,iL o
/ /?Fdr t) / /ttJ 1q-a&4- OF-7EA,"inA5o dti usrvLF ,F, 604iEL i? Aa: 4n. 1.dTLctw*,7-m..,r.
., wv ? Twos T71N t"
Evaluator's Signature Date to ? b3 S trtE.rn
*This channel evaluation form is intended only to be used as a guide to assist landowners and environmental professionals
gather the data required by the United States Army Corps of Engineers in order to make a preliminary assessment of stream
ASSESSMENT WORKSHEET
l.' C]fIAIZAC t EklS CS INDICATOR VAILUE RANGE
' ' -
SCORE
°eco
on
1 Presence of flow / persistent pools in
stream Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no flow or saturation = 0• strop flow = 4
2 Evidence of past human alteration Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
extensive alteration = 0• no alteration = 4
3 Riparian Zone Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4

no vegetation = 0• extensive vegetation = 4 I
4 Evidence of nutrient or chemical Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 1
discharges extensive discharges = 0• no discharges = 4
5 Groundwater discharge Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no dischar e = 0• springs, sees wetlands etc. = 4
V
6
Presence of adjacent floodplain Coastal:0-4 Piedmont: 0-4 Mountain: 0-4
no flood lain = 0• broad undeveloped flood lain =

p+ 7 Entrenchment / floodplain access Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
full entrenched = 0• regular flood lain access= 4
8 Presence of Adjacent Wetlands Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
j
no wetlands = 0• large ad
acent wetlands= 4
9 Channel Sinuosity Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
extensive channelization = 0• natural meander = 4
10 Sediment input Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
D
extensive deposition= 0• little or no sediment = 4
11 Size & diversity of channel bed
substrate Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
fin homogenous = 0• large, diverse sizes = 4 O
12 Evidence of channel incision or
widening Coastal: 04 Piedmont: 0-4 Mountain: 04
(deeply incised = 0• stable bed & banks = 4
13 Presence of major bank failures Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
severe erosion = 0• no erosion stable banks = 4 I
14 Vegetation coverage on banks Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
full ex posed banks = 0. 100% coverage = 4
15 Root depth and density on banks Coastal' 0-4 Piedmont: 0-4 Mountain: 0-4
no visible roots = 0• dense roots throughout = 4
16 Impact by agriculture or livestock Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
1
production substantial impact =0• no evidence = 4) 4
17 Presence of riffle-pool steps Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no riffles/ripples or Pools = 0• well-developed = 4
18 Habitat complexity Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
little or no habitat = 0• frequent, varied habitats = 4
19 Canopy coverage over streambed Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no shading vegetation = 0• continuous canopy = 4
20 Substrate embeddedness Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
(deeply embedded = 0• loose structure = 4
21 Presence of stream invertebrates Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4
y, 22 Presence of mollusks or crustaceans Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0, common, numerous types =4

0-1 23 Presence of amphibians Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
p no evidence = 0• common numerous types =4
24 Presence offish Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no evidence = 0• common numerous types =4
25 Evidence of wildlife use Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 ?l
none evidence = 0 abundant evidence = 4 CJ
TOTAL SCORES l

1 1
I??tl
STREAM EVALUATION WORKSHEET
1. PROJECT INFORMATION
1. Applicant's name: i4WEnNE At o,04477F1,. Toe_
USACE Action ID Number:,
2. Evaluator's name: 0- N?rtFc./ Whtort; 4,2
4. DWQ Number:
II. SITE INFORMATION
a-S 3 2. Time of evaluation: 3- 3 O ?oen
1. Date of evaluation: 0 77-• l /
3. Name of stream: .t'1-- ib Su?g?^+?ND,?- /Lr o6rt 4. River basin: //?? F/Z?ENC?f .6,fofn
5. Approximates drainage area: ?S-- 2c> /4cwXS 6. County: 6k-,JCc3,.f 6E
7. Location: lakn, 547 I- T6,J 13E7-,taE" ZPa7-F-X4r7%7? 0240 ,g ..o Sc,,r¢?,?.4,va/¢ ?2rvEri_-
/1-T Stgye-gS- tfit-l-m 2c -f.4cfr£2iES IN/LL. --
8. Length of reach evaluated: ?13 9. Proposed channel work: C6a-u it r / F?aC
10. Recent weather conditions: /lfft?,l?ER1?rt..,?o O S- D ?S ?ivcrt 2r4/.y
11. Site conditions at time of visit: )PAST- t?1S7TiitdAN?E F Qc FautE.ey?+(L?["7' S``oi'"Ewr f1F?+c F?ore?
12. Is channel located in a Water Supply Watershed? YES d0 If yes, describe:
13. Is there a pond or lake located upstream of the evaluation point? YES (IQ If yes, estimate the water surface area:
14. Does channel appear on USGS quad map? ?O NO 15. Does
channel appear on USDA Soil Survey? 6? NO
16. Estimated Watershed Land Use: % Residential 'ZS % Commercial S% Industrial _% Agricultural
3 D % Forested ! d %Cleared / Logged L% Other (T,-ir ota,n oS )
17. Channel width at top of bank: ;? Fee r 2. Bank height from bed to top of bank: S F?6T
18. Channel slope down center of stream: -Flat (0 to2%) t?Gentle (2 to 4%) Moderate (4 to 4%) -Steep (>I0%)--
19. Channel sinuosity: !traight Occasional Bends Frequent Meander -Very Sinuous -Braided Channel
III. OBSERVATION ASSESSMENT WORKSHEET (see reverse)
Observations should be based on assessment of entire reach of channel under evaluation. Individual characteristic scores must be
within the range shown for a particular ecoregion (there are no specific boundaries for the coastal, piedmont, or mountain
ecoregions, and it is up to the evaluator to determine the most appropriate ecoregion, which is to be used for all characteristics). The
total score assigned to the stream channel must range between 0 and 100, with a score of 100 representing a channel with the highest
possible assessment of quality. If a particular characteristic cannot be evaluated, write NA in the scoring box, provide an
explanation in the comment section, and correct the score by multiplying the Total Score by 100 and dividing the resulting sum by
the adjusted maximum point value. See notes on page 3 for a brief description of characteristics identified in the worksheet.
Score (from reverse): ?S Comments: Itks /Lr",4cff &ZC-,4c.r 0 AF-[„raf AT 6"LvEA
. r,-7-=.f t r -rte ) t, ,) A4 " / n"-.. -1u.G r -,^ i i.er Tf[-e!? O.oc L C- r7.+4Ntl /9L- Se )jan f-+f
dorta••, eF r ,+ r?r?EC A.,o
(LE,?to?pt 147? ??r? f? R6Sac.TE? /?? ?x?aL/n.(? 2ot? K i.J
Hnf A"nwrsa Fort atz,oo,t- Fl-&ic 7b LONTrrv?.E 40LJNlTn9,fon D a ?o
Evaluator's Signature Date D 12' f S /d?
*This channel evaluation form is intended only to be used as a guide to assist landowners and environmental professionals
gather the data required by the United States Army Corps of Engineers in order to make a preliminary assessment of stream
ASSESSMENT WORKSHEET
/# CIiARAO ZlSTIC S IlNDiCATOR VALUE RA1vGE
` 5CORE
.l.

on
eCO
(by
I Presence of flow persistent pools in Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
stream no flow or saturation = 0• stron flow = 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
2 Evidence of past human alteration extensive alteration = 0, no alteration = 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
3 Riparian Zone no vegetation = 0• extensive vegetation = 4

4 Evidence of nutrient or chemical Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
discharges extensive discharges = 0• no discharges = 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
5 Groundwater discharge no discharge = 0• springs, sees wetlands etc. = 4
U
lain
od
t fl
d
f
P Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
6 p
jacen
o
resence o
a ed flood lain =
d lain = 0• broad undevelo
fl
p
oo
no
p lain access
t / fl
od
t
h
E Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 0
+ 7 o
p
men
n
renc full entrenched = 0. regular ular flood lain access= 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 f
8 Presence of Adjacent Wetlands no wetlands = 0• large adjacent wetlands= 4
uosit
l Si
Ch Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 D
9 y
n
anne extensive channelization = 0• natural meander = 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
10 Sediment input extensive deposition= 0• little or no sediment = 4
Size & diversity of channel bed Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
11 substrate fine homo enous = 0, large, a diverse sizes = 4
Evidence of channel incision or Coastal: 0-1 Piedmont: 0-4 Mountain: 0-4
12
widening
(deeply incised = 0• stable bed & banks = 4 I
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
13 Presence of major bank failures severe erosion = 0• no erosion stable banks = 4
a Coastal:" Piedmont: 0-4 Mountain: 0-4
? 14 Vegetation coverage on banks full exposed banks = 0. 100% coverage = 4 I
d Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
E
-•
v? 15 Root depth and density on banks no visible roots = 0• dense roots throughout = 4
16 Impact by agriculture or livestock Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 i /
`-
production substantial impact =0• no evidence = 4 ?
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
17 Presence of riffle-pool steps no riffles/ripples or pools = 0• well-developed = 4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
18 Habitat complexity little or no habitat = 0• frequent, varied habitats = 4
19 Canopy coverage over streambed Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
no shading vegetation = 0• continuous canopy = 4
V
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
Substrate cmbeddedncss (deeply embedded = 0, loose structure = 4
Presence of stream invertebrates Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4 D
no evidence = 0• common numerous types =4
r22 Presence of mollusks or crustaceans Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
y, no evidence = 0• common numerous types =4
O
a Presence of amphibians Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
,.
O no evidence = 0• common numerous types =4
Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
24 Presence of fish no evidence = 0• common numerous types =4
25 idence of wildlife use
E Coastal: 0-4 Piedmont: 0-4 Mountain: 0-4
v none evidence = 0, abundant evidence = 4
TOI`AZ SCORE* dZ?
,-

Threatened and Endangered Species Assessment
For
Riverbend Marketplace
Buncombe County, North Carolina
August 8, 2003
1.0 INTRODUCTION
The following report details methods used and an assessment of survey results for a
threatened and endangered (T&E) species survey and habitat assessment for the
approximately 79-acre Riverbend Marketplace project. The T&E species survey was
conducted to determine the occurrence of or the potential for animal and plant species listed
as federally threatened or endangered to exist on the proposed site. Completion of this
survey was directed by and complies with current state and federal regulations [Federal
Endangered Species Act of 1973 (16 USC 1531-1543) and the North Carolina Endangered
Species Act (N.C.G.S. Sect. 113 article 25) and North Carolina Plant Protection and
Conservation Act of 1979 (N.C.G.S. Sect. 19b 106: 202.12-22)).
The referenced site is bordered by the Swannanoa River to the north and Interstate-240 to
the south, in Buncombe County, North Carolina (Figure 1). Access to the site is available
from Swannanoa River Road (N.C. Route 81) on the northern border of the site.
2.0 METHODOLOGY
A preliminary protected species survey was conducted June17, 2003, on the proposed site
by ClearWater Environmental Consultants, Inc. to determine potential for occurrences of
animal and plant species listed as endangered or threatened by current Federal regulations.
Recent correspondence solicited from the USFWS database provided existing data
concerning the presence or potential occurrence of threatened or endangered species in
Buncombe County, North Carolina. The USFWS lists the following twelve Federally
threatened and endangered species as occurring or potentially occurring in Buncombe
County. The species listed below were included in the surveys and assessment.
Common Name Scientific Name Status
Bog turtle Clemmys muhlenburgii Threatened*
Eastern cougar Felis concolor cougar Endangered
Carolina northern flying squirrel Glaucom s sabrinus coloratus Endangered
S tfin chub H bo sis monacha Threatened
Gray bat 111 otis isencens Endangered
Appalachian elktoe Alasmidonata raveneliana Endangered
Spreading avens Geum radialunt Endangered
Oyster mussel E ioblasnta capsae ormis Endangered
Bunched arrowhead Sa ittaria asiculata Endangered
Mountain sweet pitcher plant Sarracenia 'onesii Endangered
Virginia s irea S iraea vir iniana Threatened
Rock gnome lichen Gymnoderma lineare Endangered
*Threatened due to similarity of appearance with northern bog turtle
The N.C. Natural Heritage Program database was also reviewed and provided existing data
concerning the presence or potential occurrence of threatened and endangered species in
Buncombe County, North Carolina.
The protected species audit consisted of a pedestrian survey by C1earWater
Environmental Consultants staff. During field surveys, site habitats were identified and
compared with recognized habitats for each of the twelve species potentially occurring on
the site. Potential flora and fauna were identified to the taxonomic unit level necessary to
determine if the observed specimen was a protected species. Due to the disturbed
condition of most of the site (Sayles-Biltmore Bleacheries mill), evidence of past
silvicultural practices on the eastern portion of the site, and a general lack of suitable
habitat, it is unlikely that any protected species exist on the property.
3.0 CONCLUSION
During completion of threatened and endangered species habitat assessments for the
Riverbend Marketplace, no listed species were observed. It is the opinion of ClearWater
Environmental Consultants, Inc. that federally and state protected species are not likely to
be present within the site. As such, development of the proposed 79-acre Riverbend
Marketplace is not likely to cause an adverse impact to any threatened or endangered
species.
Although no threatened and endangered species were identified during this survey,
because of the transitory nature of some of the listed threatened and endangered species
and the particular flower/fruiting periods of some plants, it is possible that endangered
species populations and locations may change over time. Therefore, any potential
findings at a later date should be fully investigated and coordinated with appropriate
agencies to prevent potential adverse impacts.
2
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Clearwater Horne Properties, Inc. August 2003
Environmental Riverbend Marketplace N.T.S.
Consultants
83012-001
E-0!O,;;CA Site Location Map Figure 1
J
US ARMY CORPS OF ENGINEERS
SECTION 404 AND NORTH CAROLINA DIVISION
OF WATER QUALITY 401 CERTIFICATION
BRIDGE CROSSING OF THE SWANNANOA RIVER
PROPOSED RIVERBEND MARKETPLACE
prepared for
HORNE PROPERTIES, INC.
PROJECT NO. 0221501C
JUNE 2003
• prepared by vjh-lblos/?101 Gilioup
Qu

TYSINGER, HAMPTON & PARTNERS, INC.
Solutions for the Future
ENGINEERS • SURVEYORS • PLANNERS • GEOLOGISTS • SCIENTISTS
P.O. BOX 982 3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 37605-0982 JOHNSON CITY, TENNESSEE 37601-1345
TELEPHONE [phone] FAX [phone]
www.tysinger-engineering.com [e-mail]
T SINGER, HAMPTON & PARTNERS, INC.
TH&P ENGINEERS • SURVEYORS 0 PLANNERS* GEOLOGISTS 0 SCIENTISTS
P.O. BOX 982 3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 37605-0982 JOHNSON CITY, TENNESSEE 37601-1345
Solutions for the Future TELEPHONE: [phone] FAX: [phone]
www.tysinger-engineering.com email: [e-mail]
July 7, 2003
Mr. Forrest Westall
NCDENR - Water Quality Supervisor
Asheville Regional Office
Interchange Building
59 Woodfin Place
Asheville, NC 28801
Phone: [phone]
FAX: [phone]
RE: Section 404 and Section 401 Certification
Bridge Crossing of the Swannanoa River
Proposed Riverbend Marketplace, Asheville, North Carolina
TH&P Project Number: 0221501C
Dear Mr. Westall:
Enclosed is a permit application for alterations to the above referenced Waters of the State,
including the $200.00 permit application fee. Included in this application package are the
appropriate narrative descriptions, maps and drawings for the proposed project.
It will be necessary to build a 200 LF bridge crossing over a portion of the Swannanoa River to
access the proposed Riverbend Marketplace. The Swannanoa River will be cross at
approximately river mile 3.62. The proposed structure will be composed of a 75 wide steel beam
bridge with two abutments and one center pier. The northern most abutment will protrude into the
river channel of the Swannanoa River approximately 4 feet. A hydraulic analysis of this bridge
has been performed and a Conditional Letter of Map Revision (CLOMR) has been obtained
through Federal Emergency Management Agency. A copy of this CLOMR has been included with
this report.
Please accept my thanks for your attention to this matter. Please call me at [phone] if I
can provide any further information.
Sincerely,
Thomas L. Kelley, PE
/' - 41q7
Project Leader
cc: Mr. David Baker, USACE -Asheville Regional Office
Ms. Natalie Berry, City of Asheville
0 Enclosures
CIVIL WORKS • SURVEYS • INFRASTRUCTURE 9 TRANSPORTATION • ENVIRONMENTAL • PLANNING
`IySINGER, HAMPTON & PARTNERS, INC.
TH&P ENGINEERS a SURVEYORS a PLANNERS@ GEOLOGISTS o SCIENTISTS
• P.O. BOX 982 3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 37605-0982 JOHNSON CITY, TENNESSEE 37601-1345
Sofutivns for the Future TELEPHONE: [phone] FAX: [phone]
www.tysinger-engineering.com email: [e-mail]
July 7, 2003
Mr. David Baker
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue
Asheville, North Carolina 28801
Phone: [phone]
Fax: [phone]
RE: Section 404 and Section 401 Certification
Bridge Crossing of the Swannanoa River
Proposed Riverbend Marketplace, Asheville, North Carolina
TH&P Project Number: 0221501C
Dear Mr. Baker:
Enclosed is a permit application for alterations to the above referenced Waters of the United States.
Included in this application package are the appropriate narrative descriptions, maps and drawings
for the proposed project.
It will be necessary to build a 200 LF bridge crossing over a portion of the Swannanoa River to
access the proposed Riverbend Marketplace. The Swannanoa River will be cross at approximately
river mile 3.62. The proposed structure will be composed of a 75 wide steel beam bridge with two
abutments and one center pier. The northern most abutment will protrude into the river channel of
the Swannanoa River approximately 4 feet. A hydraulic analysis of this bridge has been performed
and a Conditional Letter of Map Revision (CLOMR) has been obtained through Federal Emergency
Management Agency. A copy of this CLOMR has been included with this report.
Please accept my thanks for your attention to this matter. Please call me at [phone] if I can
provide any further information.
Sincerely,
Thomas L. Kelley, PE
Project Leader
CC: Mr. Forrest Westall - NCDENR - Water Quality Supervisor, Asheville Regional Office City
Ms. Natalie Berry, City of Asheville
• Enclosures
CIVIL WORKS • SURVEYS • INFRASTRUCTURE • TRANSPORTATION • ENVIRONMENTAL • PLANNING
P
TYSINGER, HAMPTON & PARTNERS, INC.
ii r ENGINEERS* SURVEYORS •
•
P.O. BOX 982
JOHNSON CITY, TENNESSEE 37605-0982
Solutions for the Future
PLANNERS • GEOLOGISTS • SCIENTISTS
TELEPHONE: [phone]
www.tysinger-engineering.com
July 8, 2003
Mr. Owen Anderson
North Carolina Wildlife Resources Commission
Mountain Region Coordinator
20830 Great Smoky Mtn. Expressway
Waynesville, NC 28786
Phone: [phone]
Fax: [phone]
RE: Section 404 and Section 401 Certification
Entrance Bridge for the Proposed Riverbend Marketplace
Asheville, Buncombe County, North Carolina
TH&P Project Number: 0221501C
Dear Mr. Anderson:
3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 37601-1345
FAX: [phone]
email: [e-mail]
• Enclosed is a copy of the permit application for the above referenced waters of the State. This permit
application has previously been forwarded to the Corps of Engineers, Asheville Regional Office and
to the North Carolina Division of Water Quality, Asheville Office. Included in this application package
are the appropriate narrative descriptions, maps and drawings for the proposed project.
It will be necessary to build a 200 LF bridge crossing over a portion of the Swannanoa River to
access the proposed Riverbend Marketplace. The Swannanoa River will be cross at approximately
river mile 3.62. The proposed structure will be composed of a 75 wide steel beam bridge with two
abutments and one center pier. The northern most abutment will protrude into the river channel of
the Swannanoa River approximately 4 feet. A hydraulic analysis of this bridge has been performed
and a Conditional Letter of Map Revision (CLOMR) has been obtained through Federal Emergency
Management Agency. A copy of this CLOMR has been included with this report.
Please accept my thanks for your attention to this matter. Please call me at [phone] if I can
provide any further information.
Sincerely,
Thomas L. Kelley, PE
Project Leader
CC: Mr. Forrest Westall - NCDENR - Water Quality Supervisor, Asheville Regional Office City
Mr. David Baker, Corps of Engineers, Asheville Regulatory Field Office
Ms. Natalie Berry, City of Asheville
CIVIL 9 SURVEY • INFRASTRUCTURE 9 TRANSPORTATION • ENVIRONMENTAL • PLANNING
O Table of Contents
Project Description ..............................................................................................
Proposed Bridge Construction ..............................................................................
Erosion & Sediment Control ................................................................................
Appendices
Appendix A: Location Map
Appendix B: USGS Quadrangle
Appendix C: Bridge Plans
Appendix D: Conditional Letter of Map Revision from FEMA

0
Project Description
is Riverbend Marketplace is located adjacent to Interstate 240 along State Route 74 in
Asheville, Buncombe County, North Carolina. The site is situated on approximately 54
acres and is constricted to the southwest by Interstate 240 and by the Swannanoa River
to the west and north. The site is accessed by an existing bridge that spans the
Swannanoa River from State Route 74 to the northern part of the site.
Horne Properties Inc., has contracted Tysinger, Hampton & Partners, Inc. (TH&P), to
design the vehicular access bridge in coordination with Horne's proposed site
development.
Proposed Bridge Construction
The proposed bridge will consist of a 200'x 75' steel beam bridge. The bridge will have
to cast in place concrete abutments and one cast in place concrete pier. All
construction will take place outside of the waters of the U.S. with exception of the
northern most abutment. Due to design based on high flow hydraulics, the abutment
will be built within the normal flow channel by approximately 4 feet.
Erosion & Sediment Control
Erosion and sediment control measures will be installed during construction to protect
the existing river and to minimize sediment transport to off site areas. These measures
include silt fence, coffer dams and filter bags as depicted on the Erosion and Sediment
Control Plan provided in Appendix C. These measures will be installed in accordance
with North Carolina Erosion and Sediment Control Manual.
0

Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicabie to this project, please enter lvot App!=Ule Ur IN/,ft .)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's riventy coastal counties (listed on page
® 4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Horne Properties Inc
Mailing Address: 412 N. Cedar Bluff Road Suite 205
Knoxville Tennessee 37923-3609
Contact: Mr. Michael Patterson
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: mpatterson ghpiknox com
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name:
Company Affiliation:
Mailing Address:
® Telephone Number:
E-mail Address:_
Fax Number:
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Riverbend Marketplace
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 9658.15-52-4618
• 4. Location
C County: Buncombe Nearest Town: Asheville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): From Interstate 240 take exit 8
towards Swannanoa River Road Turn left off of exit and head south for approximately one
mile to the intersection with Swannanoa River Road. Turn left onto Swannanoa River Road
and head east approximately one mile. The site will be on vour left.
5. Site coordinates, if available (UTM or Lat/Long): 35°26'59"N & 82°32'23"W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 54 acres
7. Nearest body of water (stream/river/sound/ocean/lake): Swannanoa River
8. River Basin:
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at httT)://h2o.enr.state.nc.us/admin/ma-ps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is an old industrial site. The surrounding area is
® overgrown with brush and weeds. The channel banks are overgrown.
Page 6 of 12
® 10. Describe the overall project in detail, including the type of equipment to be used:
The project will consist of the construction of a 200' by 75' steel beam bridge. The bridge
will be the main access point to the proposed Riverbend Marketplace. The bridge will have
two concrete abutments with a concrete center pier.
11. Explain the purpose of the proposed work: This bridge must be built to allow the proper
vehicular access to the proposed Riverbend Marketplace. The bridge and subsequently built
road will be turned over to the City of Asheville once construction has been completed.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The impacts for this project
include a small protrusion of the southern most abutment into the existing channel of the
® Swannanoa River. This is necessary to maintain the proper hydraulics during flood events.
Page 7 of 12
® 2. Individually list wetland impacts below: N/A
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres Located within
100-year Floodplain* *
(es/no Distance to
Nearest Stream
(linear feet)
Type of Wetland*

' List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized cieanng, gracing, nu,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://wlrtiv.fema.aov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
40 Stream Impact Length of Average Width Perennial or
3. Individually list all intermittent and perennial stream impacts below:
Site Number
indicate on ma Type of Impact* Impact
linear feet Stream Name** of Stream
Before Impact Intermittent?
leasespecify)
No. I Relocation 120 UT to

* List each impact separately and identify temporary impacts. impacts include, but are not nmited to: cuiveris and associuicu np-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usas.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tpozone.com,
www.marquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 75 LF
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
0 Open Water Impact * Area of Name of Waterbody Type of Waterbody
Type of Impact
Site Number Im act if applicable) lake, pond, estuary, sound,
Page 8 of 12
•
indicate on ma acres bay, ocean, etc.
* List each impact separately and iaentiry temporary impacts. impacts mcluuc, uut ULC 11LJ1 1111111cu W. t111, ?..?..u =?•_, .... s••.?,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
An attempt to avoid the abutment protrusion was attempted during the hvdraulic analvsis.
Due to the effects of bridge during high flow situations the final design had to include this
particular bridge design The current bridge design creates a bridge opening that when impacted
by high flow events presents a flow regime that reduces the overall flood elevations.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
is aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
Page 9 of 12
® but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
•
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http •//h2o.enr.state.nc.us/ncwetlands/strmaide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
Page 10 of 12
® If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
• Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitieation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near oanx of cnannei; [.unc L c«cnub wi
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
0
Page 11 of 12

XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
N/A
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
?. ® XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
a,? 4e%-
6- ?- 03
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
s
Page 12 of 12
0
Appendix A: Location 11nap

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Appendix C: Bridge Plans

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Appendix D: Conditional Letter of
Map Revision from FEMA

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QY MA
Federal Emergency Managemen ency
a I Washington, D.C. 20472
oyyo a o??' D @?o
MAY 2 8 2003 `SAY 3 1 ?003
The Honorable Charlie Worley
Mayor of the City of Asheville
P.O. Box 7148
Asheville, North Carolina 28802
IN REPLY REFER TO: _
Case Number: 03-04-315
Community Name
Community Number:
(104)
Dear Mayor Worley:
City of Asheville,
Buncombe County,
North Carolina
370032
This letter is in reference to a February 28, 2003, letter from Mr. Thomas Kelly, P.E., of Tysinger,
Hampton & Partners, Inc., requesting a conditional Letter of Map Revision (LOMB) for the
proposed Riverbend Marketplace along Swannanoa River. The proposed project, which will be
located from a point just upstream of Interstate 240 to a point approximately 1.0 mile upstream of
Interstate 240, will consist of construction of a bridge and fill placement. The area of the proposed
project is shown on the Buncombe County and incorporated areas Flood Insurance Rate Map
(FIRM) number 37021CO309 C, dated May 6, 1996.
We received the following technical data, prepared by Tysinger, Hampton & Partners, Inc., in
• support of this request:
• two HEC-2 hydraulic models, one dated April 21, 2003, of the 10% (10-year), 2%
(50-year), 1% (100-year), and 0.2% (500-year) annual chance floods and one dated
February 14, 2003, of the 1% annual chance flood and floodway for Swannanoa
River, duplicating the models used to prepare the May 6, 1996, Flood Insurance
Study (FIS) for Buncombe County and incorporated areas;
• two HEC-2 hydraulic models, both dated April 24, 2003, one of the 10%, 2%, 1%,
and 0.2% annual chance floods and one of the 1% annual chance flood and
floodway for Swannanoa River, reflecting existing conditions;
• two HEC-2 hydraulic models, both dated April 24, 2003, one of the 10%, 2%, 1%,
and 0.2% annual chance floods and one of the 1% annual chance flood and
floodway for Swannanoa River, reflecting proposed conditions;
• a certified topographic map, titled Existing Conditions, dated February 28, 2003, at
a scale of V= 100', with a contour interval of 5 feet, annotated to show the 1% and
0.2% annual chance floodplain boundaries and floodway reflecting existing
conditions, and showing the cross-section locations and alignments used in the
aforementioned HEC-2 hydraulic models;
• a certified topographic map, dated February 19, 2003, titled Proposed Commercial
Development, at a scale of 1"=100', with a contour interval of 5 feet, annotated to
show the 1% and 0.2% annual chance floodplain boundaries and floodway
2
reflecting proposed conditions, and showing the cross-section locations and
alignments used in the aforementioned HEC-2 hydraulic models; and
completed application/certification forms, including community concurrence with
this request.
We received all data necessary to process this request by May 5, 2003.
To determine the changes in flood hazards that will be caused by the proposed project, we compare
the hydraulic modeling reflecting the proposed project (referred to as the proposed conditions
model) to the hydraulic modeling used to prepare the FIS (referred to as the effective model). If
substantial changes that affect flood hazards have occurred in the watershed since the effective
model was developed, an existing conditions model must also be developed to reflect these
changes. This existing conditions model is then compared to the effective model and the proposed
conditions model to differentiate increases or decreases in flood hazards caused by changes in the
watershed that have already occurred from increases or decreases in flood hazards that will be
caused by the proposed project.
The existing conditions model used 8 more cross sections than the effective model. When
compared to the effective model, the existing conditions model reflects increases and decreases in
the 1% annual chance water-surface elevations, with a maximum increase of 0.3 foot at a point just
upstream of Interstate 240 and a maximum decrease of 0.5 foot at a point approximately 0.3 mile
• upstream of Interstate 240.
When we compared the existing conditions model to the proposed conditions model, we
determined that the proposed project will cause decreases in 1% annual chance water-surface
elevations, with a maximum decrease of 0.7 foot at a point approximately 0.6 mile upstream of
Interstate 240.
We have reviewed the submitted data and determined that the proposed project meets the
minimum floodplain management criteria of the National Flood Insurance Program (NFIP). If the
project is built as proposed, a revision to the FIS and FIRM for your community will be warranted.
This revision will show increases and decreases in the I% annual chance water-surface elevations,
widening and narrowing of the 1% annual chance floodplain, and narrowing of the floodway, as
shown by the aforementioned data. The 1 % annual chance water-surface elevations will increase
by a maximum of 0.3 foot at a point just upstream of Interstate 240 and decrease by a maximum of
1.1 feet at a point approximately 0.6 mile upstream of Interstate 240. The 1 % annual chance
floodplain will widen by a maximum of 140 feet at a point approximately 0.6 mile upstream of
Interstate 240 and narrow by a maximum of 1,300 feet at a point approximately 0.3 mile
upstream of Interstate 240. The floodway will narrow by a maximum of 350 feet at a point
approximately 0.2 mile upstream of Interstate 240. Future revisions to the FIS and FIRM or
restudies of the flood hazards in this area, could modify this determination.
We based this determination on the 1% annual chance discharges published in the May 6, 1996,
Buncombe County and incorporated areas FIS. We have not considered changes in watershed
conditions that may have occurred since the publication of the Buncombe County and
incorporated areas FIS and that may have increased discharges. Additionally, future
development of projects upstream of the subject area could change watershed conditions and
increase discharges. A comprehensive restudy of your community's flood hazards will consider
any changes to flood hazard conditions subsequent to the publication of the FIS for Buncombe
County and incorporated areas, and the flood hazards shown in the FIS and FIRM could be
increased.
Your community must approve all proposed floodplain development, including this proposed
project, and ensure that permits required by other Federal agencies and/or State and local
agencies have been obtained. State and/or community officials may set standards for
construction that are more restrictive than the minimum NFIP standards or may limit
development in floodplains, based on knowledge of local conditions and in the interest of safety.
If the State of North Carolina and/or the City of Asheville have adopted more restrictive or
comprehensive floodplain management criteria, those criteria take precedence over the minimum
NFIP requirements.
During our review, we identified the following concern with the submitted topographic map:
the delineation of the proposed 1% and 0.2% annual chance floodplain boundaries
and floodway do not tie-in to the effective delineations at the upstream end of the
area of revision.
In addition, you should require full resolution of the aforementioned concerns before approving
• any construction within the floodway or floodway fringe, which is the area between the floodway
and the 1% annual chance floodplain boundaries. We will not revise the FIS and FIRM for
Buncombe County and incorporated areas to reflect the effects of the completed Riverbend
Marketplace until these concerns are resolved.
When your community requests a map revision to reflect the effects of the completed project, you
must submit either a copy of a public notice stating the community's intent to revise the floodway
on the FIRM or a statement by the community that it has notified all affected property owners and
affected jurisdictions of the revision to the floodway, in compliance with NFIP regulations
Subparagraph 65.7(b)(1).
NFIP regulations Section 65.3 states that when a community's Base (1% annual chance) Flood
Elevations (BFEs) increase or decrease because of physical changes that affect flooding conditions,
the community must submit technical or scientific data to the Federal Emergency Management
Agency (FEMA) that substantiate these changes. Your community must submit such data as soon
as possible, but no later than 6 months after such data become available, so that FEMA can base
flood insurance premium rates and floodplain management requirements on the most up-to-date
and accurate information available.
Your community must meet the criteria of NFIP regulations Subparagraphs 65.5(a)(4) or
65.6(a)(14), which require that the community's NFIP permit official or any community official
having authority for floodplain management, provide written assurance that the community has
complied with the appropriate minimum floodplain management requirements under NFIP
regulations Section 60.3, which includes the requirements that:
4
• . residential structures built or substantially improved in the 1% annual chance
floodplain have their lowest floor elevated to or above the BFE;
the participating community has determined that the land and any existing or
proposed structures to be removed from the 1% annual chance floodplain are
reasonably safe from flooding and that the community has on file, available upon
request, all supporting analyses and documentation used to make that
determination;
• the participating community has issued permits for all proposed construction or
other proposed development; and
all necessary permits have been received from those governmental agencies where
approval is required by Federal, State, or local law.
We remind you of the elevation and floodproofing requirements contained in NFIP regulations
Subparagraphs 60.3(c)(2) through (4). These requirements apply to the construction of new
residential and nonresidential structures, as well as to the substantial improvement of existing
structures, located within the I% annual chance floodplain. In accordance with Subparagraphs
65.5(a)(3) and 65.5(a)(4)(i), for a structure to be removed from the 1% annual chance floodplain,
the lowest adjacent grade (the lowest ground touching the structure) of the structure must be at or
above the BFE, and a completed community acknowledgment form must be submitted, which is
• FEMA's assurance that all appropriate Federal, State, and local requirements regarding the fill
placement have been met.
Instead of issuing a LOMR, we may incorporate the effects of the completed project into the FIS
and FIRM through a physical map revision, which entails revising and republishing the FIS and
FIRM. A physical map revision, because it involves preparing preliminary versions of the
revised FIS and FIRM for community review, takes considerably longer than the issuance of a
LOMR; however, a physical map revision provides due process to property owners who may be
affected by increased BFEs, 1% annual chance floodplains, or floodways.
Upon completion of the proposed project, your community should request a revision to the FIS and
FIRM. The revision request should be submitted to our Regional Office in Atlanta, Georgia, and
include the data listed below.
1. Evidence of compliance with NFIP regulations Paragraph 65.4(b), which states that "all
requests for changes to effective maps ... must be made in writing by the community's
Chief Executive Officer (CEO) or an official designated by the CEO. Should the CEO
refuse to submit such a request on behalf of another party, we will agree to review the
request only if written evidence is provided indicating the CEO or designee has been
requested to do so."
2. As-built plans of the project, certified by a registered professional engineer.
3. HEC-2 hydraulic models of the 10%, 2%, 1%, and 0.2% annual chance floods and
is floodway, representing as-built conditions. The elevations in the as-built HEC-2 hydraulic
• models must coincide with the FIS elevations at the upstream and downstream ends of the
project.
4. Delineation of the 1% and 0.2% annual chance floodplains and floodway, and the locations
and alignment of the cross sections and stream centerline (flood profile baseline) used in
the hydraulic models.
a. Please show this information on a certified map of suitable scale and topographic
definition to provide reasonable accuracy.
b. Label all items for easy cross-referencing to the hydraulic model and summary data.
C. Ensure that the aforementioned concern has been addressed.
A copy of the Buncombe County and incorporated areas FIRM number 37021C0309 C,
dated May 6, 1996, annotated to show the revised 1% and 0.2% annual chance floodplain
boundaries and floodway for the project area, reflecting as-built conditions.
6. Evidence of compliance with NFIP regulations Subparagraph 65.7(b)(1) regarding
floodway notification, as previously discussed.
7. Written acceptance of the proposed revision by any land owners whose property will be
is affected by the increases in the 1% annual chance floodplain. Without such acceptance,
finalizing a revision to reflect the effects of the completed project may be delayed to allow
for public review and comment.
If the project is built as proposed, you do not have to resubmit item 3; otherwise, please resubmit
it. If the effects of the project are incorporated into the FIS and FIRM through a physical map
revision, you do not need to submit property owner acceptance because the physical map
revision process includes a comment period during which property owners can submit their
concerns about the revision of the FIS and FIRM.
We have enclosed a copy of our application/certification forms for your reference. Typically, we
do not require these forms if the project is completed as proposed. The enclosed document, titled
Requirements for Submitting Application/Certification Forms to Support Requests for NFIP Map
Revisions, describes in detail the circumstances under which the forms are required.
The NFIP is primarily funded by policyholders, not taxes. We recover costs associated with
reviewing and processing requests for revisions to published FISs and FIRMs to minimize the
financial burden on the policyholders. The fee for an as-built LOMR request in follow-up to this
conditional LOMR is $3,800, which we must receive before we can begin processing. This fee
represents the fee schedule which became effective September 1, 2002. Please note that the fees
are subject to change, and the fee for the follow-up LOMR may change between the date of this
letter and the date that the follow-up LOMR is submitted. If item 3 listed above must be
resubmitted, the processing fee could be higher. Your payment must be a check or money order
made payable to the National Flood Insurance Program and should be forwarded to:
•
•
•
6
Federal Emergency Management Agency
Fee Charge System Administrator
P.O. Box 3173
Merrifield, Virginia 22216
Once we receive the processing fee and the items listed above, complete our review, and verify that
the completed project meets all applicable NFIP standards, we will revise your community's FIS
and FIRM to incorporate the effects of the completed project, as appropriate.
Part 65 of the NFIP regulations further describes the data needed to support a request to revise a
FIS and FIRM. Your compliance with the criteria outlined in the NFIP regulations will streamline
our review, allowing us to expeditiously revise your community's FIS and FIRM.
If you have any questions, please do not hesitate to contact the Director, Federal Insurance and
Mitigation Division of the Federal Emergency Management Agency in Atlanta, Georgia, at
[phone], or the FEMA Map Assistance Center toll free at 1-877-FEMA MAP
(1-877-336-2627).
Sincerely,

Emily Hirsch, CFM
Project Engineer
Hazard Study Branch
Federal Insurance and
Mitigation Administration
Enclosures
For: Mary Jean Pajak, P.E., CFM, Acting Chief
Hazard Study Branch
Federal Insurance and
Mitigation Administration
cc: Ms. Natalie J. Berry, CFM, City of Asheville Stormwater & Erosion Control Coordinator
Mr. Thomas Kelley, P.E.
State NFIP Coordinator
•
MEMORANDUM
TO: John Dorney Regional Contact: Barnett, Kevin
Non-Discharge Branch WQ Supervisor: Forrest Westall
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Riverbend Nlarketplace (a.k.a. Sayles-Biltmore
Project Number 03 0992
Recvd From APP
Received Date 8/12/03 Recvd By Region
Project Type residential livinng, retail shopping and dining
County Buncombe
County2
Region Asheville
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
39 Palustrine PT_ _0N 6-78-11(13 C 40,302. 0.25 872.00 r 75.00 797.00
F_ F-O Y O N F_F_F_F_F_F_F_ I -T_
Mitigation Wetland
MitigationType Type Acres Feet
Stream `VRP Stream 797.00
Is Wetland Rating Sheet Attached? O Y O N Did you request more info? O Y * N
Have Project Changes/Conditions Been Discussed With Applicant? O Y O N
Is Mitigation required? s0 Y O N
Recommendation: O Issue 0 Issue/Coed O Deny
Provided by Region: Latitude (ddmmss) 353439 Longitude (ddmmss) 823056
Comments:
issue with storm water management language,
cc: Regional Office
Central Office Page Number 1

Triage Check List
te: /
D Project Name:
a
DwQ#:

County:

To: ARO Mike Parker ? WaRO Tom Steffens
? FRO Ken Averitte ? WiRO Noelle Lutheran
? MRO Alan Johnson ? WSRO Daryl Lamb
? RRO Steve Mitchell
From:
Telephone : (919)
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
El Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? ' Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:
TySINGER, HAMPTON & PARTNERS, INC.
TH&P ENGINEERS e SURVEYORS • PLANNERS • GEOLOGISTS • SCIENTISTS
TO: NCDENR - Asheville Regional Office ATTN: Mr. Forrest Westall
P.O. BOX 982 3428 BRISTOL HIGHWAY
JOHNSON CITY, TENNESSEE 37605-0982 JOHNSON CITY, TENNESSEE 37601-1345
Solutions for the Future TELEPHONE: [phone] FAX: [phone]
www.tysinger-engineering.com email: [e-mail]
TRANSMITTAL
Interchange Building, 59 Woodfin Place PROJECT: Riverbend Marketplace
Asheville, NC 28801 PROJECT NO: 0221501C
PHONE: [phone]
COPIES ITEM _
Permit applicel
Seven Permit proposed RIVE
Two full sets r?
Two dwos for the RivE:r1?
One I check I One aonli
DATE: 7/08/03
DESCRIPTION
for the bridge construction for the
A Marketplace.
^:;truction plans for the entrance bridge
viarketplace.
fee of $200.00 for the 401 certification.
APPROVAL INFORMATION RECORD REQUEST REVIEW COMMENT USE
REMARKS:
We have submitted two sets of full size plans, one for the Asheville O. -id one for the Raliegh Office.
Please review this permit application fora oval. If you have an ques, ons please contact me.
Fl?;li
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P?1= 11--PnilA
COPY TO: File: 0221501-trans1.doc
VIA: US MAIL OVERNIGHT x PICK UP
-C' 10
BY: Thomas Ke ley._VE -'
-' "
Project Leader
UPS_ FAX_ HAND DELIVER OTHER
CIVIL a SURVEY • INFRASTRUCTURE • TRANSPORTATION • ENVIRONMENTAL 9 PLANNING
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DRAINAGE SCHEDULE DRAINAGE SCHEDULE V ~ ur ~
DRAINAGE SCHEDU STRUCTURE STRUCTURE TOP INVERT INVERT PIPE LENGTH PIPE PERCENT STRUCTURE STRUCTURE TOP INVERT INVERT PIPE LENGTH PI ~EDU DRAINAGE SCHEDULE
NUMBER TYPE CASTING OUT IN ~ PERCENT STRUCTURE STRUCTURE TOP INVERT INVERT p~ LEN (IFFY) TYPE SLOPE NUMBER TYPE CASTING OUT IN (FEET) TYPE SLOPE NUMBER DRAINAGE SCHEDULE d b ~ a V~ ~ o a VERT PUE LENGTH PIPE PERCENT STRUCTURE STRUCTURE TOP INVERT INVERT PIPE LENGTH PIPE PERCENT STRUCTURE S rr/w~ ~ ~ O o ~
1 HEADWALL - - 4006,50 _ _ _ _ TYPE CASTING OUT IN ~T IN ~ TYPE SLOPE NUMBER TYPE CASTING T~ INVERT INVERT PIPE LENGTH PIPE PERCENT V/ OUT IN (FEET) TYPE SLOPE NUMBER ~ CASTING OUT IN ~ ~ ~ w
1_2 - - - - 31' - - - - - - - - 48' 3.2if< 9-21 - _ - - 40' 18" 1.00X 36-42 _ _ _ _ - 0~ _ - - - 61 HEADWALL - - 2006.50 - - - 84 HEAL - - 2024.00 - - - Z' 0
1 18C JUNCTION BOX 2020,00 2007,52 2007.62 - - - 21 CURB INLET 2025.80 2021.30 - - _ 117 36' 0.50% 61-62 - - - - 22' 30• 5.68% 84-85 _ _ Q ~ W
CURB INLET 2023.30 2017.18 2017.08 - - 279' 36 1,00% ~ H ~ 17.08 - - - 62 Z _ OWCB 2013.70 2007.75 2007.85 - - - 8S JUNCIIaIIOIf 2034.50 2026.79 2026.89 - - - oo n ~
- - - 42-43 120 3 CURB INLET 2021.20 2011.21 2011.31(4) - _ - _ _ _ - - _ - - ~ - 120' O.SOX 62-63 - - - - 70' 3p' 1,00% 85-86 lyi ~ ~ F pp ~ F
CURB INLET 2023.30 2018.28 2017.78 -4 - - - 2014.70(19) 53' bO' 0.6061 10-22 _ _ _ _ - - - 18• 1.OOX 43-44 _ _ _ 1~ 17.78 - _ - - - - 124 36' 1,00% a y ~ ~ - 63 DWCB 2013.70 2008.SS 2008.65 - - - 86 _ ~ ~ a n~9
4 CURB INLET 2021.20 2011.60 2011.70 - - - 22 CURB INLET 2028.70 2024.20 - - - - JUNCIINIIOK 2037,00 2028.13 2028.23 ~ ~ - 10S' 30' O.SOX 63-64 - SS' 3p' 1,OOX 86-87 - _ _ 1. - - 203 00(119) 65' 36' 1.18% a 04 ~ ~
CURB MLfT 2023.30 2018.80 4-5 - - - - 48' 48' 0.6061 - - - - - - - _ - - _ - _ 0WC8 2013.70 2009.20 - - - - 87 HEADMyI. - 2029.00 - - _ _ a i
S CURB INLET 2022,20 2011.91 2012.01 - - _ _ _ - - - - - - - - - - W a~
5-6 - - - 92' 11- _ - - - - - - - - - 48' Q806i 23 - - - qD' 18" 1.00% 30-45 _ _ _ - - - - - - - - - - - - ~ M.~ ~ HEADWALL - - 2008.00 - - - 87A _ _ O ~ O
6 63' CURB INLET 2022,20 2012.47 2012.57 - - - 23 CURB INLET 2029.50 2025.19 - - _ 6-7 _ - _ _ - ~ 2090.70 - _ _ - - ~I s."i ds' 30' O.SOX 65-66 - - 47' 30' 6.00% 87A-B8 - _ _ _ - _ - 113' 18` 0.50% ~1/ 0
DWCB 1013.50 2009.00 - - - 4P 48' 0.8061 - - - - - - - - 66 CURB INLET 2023,10 2010.82 2011.32(67) - - - 88 CURT IxET 2091.25 2091.35 - V ~ w q
7 cuRB wLEr 2on2o 2o12.so 2o12so - _ _ _ _ - - - - - - - - 7-a _ - - - - - - - - - - - - 66-67 - - - 2011.32(68) 80' 3p' 6.00% - - _ _ _ - - - y A ,r, ~ O D ~
- - - 68' 48' 0.50% 12-24 _ _ _ - 126' 30' 0.73X 32-46 1~, 8 CURB INLET 2022,80 2013.24 2014.24(9) - - - 24 CURB INLET 2029.00 2021.34 2021.64 _ _ - - - - - 67 ~ ~ a _ CURB INLET 2023,10 2016.12 - - - - 88 T2JR1 IIZT 2096.00 - 2091.35(89 - _ _ r~ ~ Q ya
~ ,NINCTION BOX 2020.00 2011.24 2012,24 8-9 - - - 2017.90(20) 193' 36' O.80f1 24-23 _ _ _ _ _ - 116' 60' 0.50% - _ _ _ ) F+ V - - - 81-89 - - - 2091./5(91) 320• 18' S.00X O
- 130' 3O' 0,75X 46-47 _ _ _ u, 9 CURB INLET 2025,80 2015.20 2015.30(10) - - - 15 CURB INLET 2029.00 2022.62 2022 7 12,24 - _ _ _ O - - - - - - 89 _ Mf CUAI11lT 2112.00 2107.35 2107.45 y~ - 33' q8' 0.50% 66-68 - _ - - p5' 24' 6.00% 89-90 - _ _ - - ~
9-10 - - - 2020.19(21) 320' ' 2 - - - 47 _ - 30~ 15' 1,ODX 12.51 - - - 68 CURB INLET 2023.10 2017.02 - - - - 90 CURB INLET 2096 2091.7 -
36' 0.78% 25-26 _ _ _ DWCB 2021.00 2012.41 2012.51 - 103• 24' 0,75% 47-48 _ _ f0 CURB INLET 2028,70 2017.70 2018.18(11) - - - 28 CURB INLET 2027.70 2023.49 - .00 5 10' 48' O.SOX - - _ _ _ - - -
~ DWCB 2021.00 2012.71 2012.81 10-11 - - - 2023.80(22) 76' 36' 0.78x - _ _ _ _ 12.81 - - - 69 HEADWALL - - _ _ _ _ _ - - - _ -
- - - 4x-49 1u, 11 CURB INLET 2029,50 2018.75 201&85(12) - _ _ _ _ - - _ _ - - - - 2010.50 - 143' 48' 0.50% 69-70 _ _ _ - - - - - -
11-12 - - - 2024.61(23) 164' J6' 1.OOX 13-27 _ _ _ - - - 49 JUNCTION BOX 2022.00 2013.52 2014.52(50) - 4Y 3p' 1.ODX 88-91 _ _ _ - 30' 15' 1.OOX 52(50) - - - 70 JUNCTION BOX 2021.00 2010.92 2011.42 - - - 91 CURB INLET - l
18• 1.OOX 49-50 2016.72(56) 74' 12 JUNCTION BOX 2033.00 2020.49 2023.49(13) - - - 27 CURB INLET 2036.60 2032.69 - 2096.00 2091.75 72(56) 74' 35' 0.50% 70-71 _ _ _ _ - - - - I,
GRATE INLET 2011.50 2014.90 2015.40 12-13 - - - 2020.59(24) 85' 36• 4,01X - _ _ _ _ 24' 6.OOX _ _ _ _ _ 5.40 - - - 71 CURB INLET 2021.00 2014.18 2014.28 - - - 92 _ - _
- - - 50-51 131' 13 CURB INLET 2036,60 2026.90 2027.0 14 - _ _ _ - 131' 30' 0.50% 71-72 _ _ HEADWALL - 2011.02 - - - - - 30T 24• 1.31% 92-93 - _ - - 5T 36' 0.50%
13-14 _ 2032.3127; - - - - - - - S1 - CURB INLET 1021.50 2016.05 2016.15 - 2032.50(28) 225' 36' 6.39X 13-26 - - - - 50' 18" 1.OOX 51-52 _ _ _ _ - 8.15 - - - 72 CURB INLET 202J.30 2018.30 - - - - 93 OUTLET CONTROL 1 -
T CURB INLET 2052.50 2041.38 2041.88 - - - 28 AREA INLET 2038.00 2032.50 - - 20 &60 2011.30 - T 30' 0.50% - _ _ _ _ - -
14-15 - _ - - 28' 30' 1.0pX - _ _ _ - - - 52 DWCB 2021.50 2016.19 2016.29 - - - - STRUCTURE - - - _ _ - 6.29 - - - 75 HEADWALL - - 2011.00 - - - 94 HEAD - -
- - - 52-53 43' 15 CURB INLET 2052.50 2042.16 2047,00 - - - 29 HEADWALL - - 2005. 30 - _ _ - - - _ 43' 30' 0.30% 73-74 _ _ _ wALL 2004.56 - _ - 35' 30' 1,00% A4-9S _ _ _ _
15-16 - - - - 19' 9.47X 29-30 _ _ ~ ) ~ DWCB 2021.50 2016.30 2017.50(54) - 18' - 23• 66' O,S2X 33-54 _ _ _ 48' 0.50% - - - 74 DWCB 2014.50 2011.13 2018.25(75) - - - 95 OUTLET - _
2017.17(58) 78' 16 JUNCTION BOX 2053,50 2048.80 2049.00 - - - ~ DWCB 2013.60 2005.12 2005.22 31 CONTROL 2005.00 17(56) 75 18' 0.50% 74-75 - - - 2018.45(18) 275' 24' 1,00% - STRU _ _ - - CTURE - _ _ _
16-17 _ ( ) - - - ~ _ _ - - - 156' 18• 9.04X 30-31 _ _ _ GRATE INLET 1022.50 2017.88 - = - - 75 CURB INLET 2028.00 2021.00 2021.10 - - - 96 HEADWALL - - 2004.67 - _ -
17 2ooe22(4s) 219' 1.aaz - _ _ _ _ _ SWCB 2068,00 2063.10 2063,20 - - - 31 JUNCTION BOX 2018.80 200925 2009.35 - _ _ _ - - 75-76 _ - - 155' 24' LDOX 96-97 _ _ _ - 6T q8' O,SOX
17-18 _ - _ _ _ _ - - 30 18' 1.00X 31-32 _ _ _ - 133' 60' O,SOX 53-55 1~, - - - >d CURB INLET 2027.00 2022.65 2023.IS - - - 97 WTLET CON1ROl - 2005.00 -
18 SWCB 2068,00 2063.50 - - - - J2 DWCB 2018.70 2010.01 2011. - - - - _ 43(33) - - - ~ SWCB 2021,50 2018.00 f08' 18' 0.50% 76-77 - - - - US' 18' t00X - STRUCNRE _ - -
- - - - - - - - 32-33 - - - 1010.41(46) 318' 48' O,SOX - _ _ _ _ . - 77 CURB tNLET 2028.00 2024.60 - - - - 98 HEADw - - - - - _ _ _ _ ~ 2004.66 - - -
- - - ~ GRATE INLET 2021.70 2013.02 2013,52 - _ - - - - - - - - 98-99 - - - - 69' 4B' 0.50%
3-19 - _ - - 41' 18• 1.00X 33-34 _ _ _ _ - - - - - - - _ 174' 42' 0,50X 49-56 _ _ _ _ - - - - - - - 99 OUTLET CONTROL - 1005.00
19 CURB INLET 2021.20 2014.29 - - - - ~ GRATE INLET 202265 2014.39 2014.49 _ _ - - - 56 GRATE INLET 2021,40 2011,00 S6' 18' Q50X 74-78 - - - - 48' 18' 0.50% - STRUCIURE - - - _ _
- - - - - - - - 34-36 - - - - 76' 4Y 0,50X - - - - - - ' - - 78 DWCB 2024.00 2018.69 2018.79 - - - 100 H _ _ - EADWALL 2007.00 1997.00
_ _ _ - - ~ GRATE INLET 2022.60 2015.36 2014.86 57 HEADWALL 8-20 - 40' 18' I.OOX 35-36 _ _ _ _ - - 2006.50 - ' - - - 78-79 - - - - 126' 18' 0.50% 100-101 _ _ _ _ - - 95~ 30' 9.47%
143' 36' O,SOX 57-58 _ 22' 20 CURB INLET 2022,80 2018.30 - - - - ~ CURB INLET 2022.50 2016.50 2017. 37 _ i.50 - - - 79 OWCB 2024.00 2019.42 - - - - 101 OUTLET CONTROL - ~ 2 - 006.00 22' 36' 2.00% - - - - - - _ - - STRUCTURE - - - _ - -
- ~ ) - - - ~ DWCB 2013.50 2006.94 2007.44
- - - - - - - 36-37 - _ - 2016.18(42) 181' _ 36' O,SOX 58-59 _ _ - - - - 80 HEADWALL - - 2039.00 - - - 102 - - ' M' 30' 1.78% 80-81 _ _ _ - HEADWALL - - 2111.50 - _ -
J7 CURB INLET 2024.70 2017.98 2018.98 - - - SWCB 2013,50 2009.00 - 31' 0.80% 102-103 - _ - - 19' 15' 11.80% = - - 81 JUNCTION BOX 2035.00 2039.25 2039.35 - - - 103 CURB 11LET 2121.00 2113.65 2113,75
37-36 - - - - 75' 24' 0,50X - _ _ _ _ _ - - 81-82 - - - - 129' 66' 0.80% 103-104 _ _ _ _ - -
~ CURB INLET 2024.70 2019.46 2019.36 - _ _ 30~ 15' 10.00% - - - 82 JUNCTION BOX 2070.00 2040.38 2040.48 - - - 104 R _
- - - - 195' 0.50 58-6 _ - - - - 24" X 0 _ _ _ CU B RLET 2121.00 2116.75 90' 30' 1.73% 82-83 - - - - 555' 0 80X - _ _ _ _ _ _ -
39 CURB INLET 2026.70 2020.53 2020.43 - - - 60 DWCB 2013.50 2009.00 - 39-10 _ - - - - 83 AREA INLET 2056.OD 2044.92 2045.85(EX 60') - _ _ 105 HEADWALL 2120.50
- NCDOT STD. - - - _ _ - - 840.17 OR 840.26 - - 2049.50(113) - _ - 105-106 - - - - 1P 15' 6.80%
~ CURB INLET 2026.75 2020.98 2020.88 - _ _ 40-41 - - - - 103' 24' 0,50X
41 OURS INLET 2025.45 2021.50 - - _ _ 106 CURB INLET 2126.00 2121.65 2121,75 - _ _ ~ 106-107 - _ - - 30' 15' S.00X
107 CURB IILET 2126.00 2123.25 - - _ _ i
106 - - - \ V
HEaowALL - - 1111.00 - _ 106-10BA NCDOT STD, 801.01 - - - 16 IS` 1,00%
1D8A JUNCTION LOX 2121.00 2111.60 2116,00 - _ _
1oeA-109 _ _ - - 30 1 ' 2o.DOX ~ L
5 109 r GRATE 9NET 2134.50 2122.00 2129.70 - _ _
109-110 _ M
- - - 30' 15' S,00X r 110 GRATE NBET 2134.50 2130.00 - - _ _
111 HEADWALL - - 2100.50 - _ -
111-112 - - - - 26' 24' S.77X ~ w

112 OUTLET CON11101 2106.00 2102.00 - - _ _
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63-113 _ - - - - - ~ 42' 10.OOX
113 ,u~T~ ~ 2059.00 2053.40 2053.50(114) - _ _
i13-114 NCOOT STD. 2057.60(EX 12'~ 61 42• f0.001f; 840.17 OR 140.6 - -
114 HEADWALL - 2059.60 - NCDOT SID. - -
- 838.01 OR 6J1.11 - - - - _ _
115 HEADWALL _ _ _ ~
115-116 HCDOT _ _ - - 838.0101) 11 - 37J 41' 0.13x
116 EX JU1~110N 1{N1 2018.00 2002.50(Elf 42") 200250 - _ -
AOJUIT iD ORAOt - 2002.50 (EX 167 - _ _ _ ¦ w
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2076 i~., j 1 M..~,...,_.,.. zz t I i ~ F : _'.~1.. ~ ~ ~ . r ~ - _ _ a. o M O~ O
2074 _ _ _ _ _ II OA1 ~ _ Vj try . O H M
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I ~ - -_.y. _ _ ~ i ~ ' e ~ Z w.._._. tV,... F i ~h u
2070 . - _ t ~ i - : ! ~ ~ UZ
y._.. , _.._e. . _ . s E ..m..._.,._ _ /t' 02
20 r I ~ _ 68 _ ~ r _ ~ _ . , r ~ / , -.,-w.M _ ~ ~ ,.~a.~_ _ H ~ Obi - _ m,. ~ ~ w ~ ~ ~OZZ I ~ p ~ 'd ° c OD
e__. _ . _ 2066 ~ _ - . _,._v _ _ _ _ _ _ ~ _ C _ . i
. _ J _ ~ _ _ ~ r _ _ _ . ~ L. a ..._.,_a. ~ N W _ i... 0 _ r , OD .4c Z oz
,_r_ _ 2064 r ~ - _ _ . _ . _ _ _ _ _ _ . _ _ _ . , ~ _v_-_._~_ I ~ o._ . _ ~ v
i E _ _ j -r t _ _ w . ~ _ _ ~ o w - j... _ _a , 4 i! y._ti
2062,.,....... _ _ i _ ' ~ t r a ~ . _ _,1 ~ w . _ . . w... _ ON - P-
_,r _ _ _ , _ _ ~ , 2060 ~ ~ ~ ~ ~ _ ~ _ ~ _ - - _ - _ . 4 ~ t___ ~ _ r I ~ ~ ~ H _..r_..._~ p,~ ~ ~ a
u.__ , , _ . _ _ 4. _....__,_..r _ f ~ l _.__v._ II fir" _ Q ~ - _ -r--__ ..r _G._._..,. _O M11;°- x,01 ~ bA ~
_ 2058 _ ~ . _ _ _ _ _ _ ~ , _ _ _I._ _ . . ~ i _ ~ W
_ _ f - - ~.a.. , _ _ , N _ ` - _ ~ ~_~z_ . ___a_,._.L_,_. i~ o 0o a w 4. a o0
_ 2056 - _ _ _ _ - _ . _ _ _ _ _ , _ - - _ _.4e f~ - _ - _ _ . _ ~ ~_-_s _ ~ r _ . _ _ . { ~P. _ 9 _ _ _ at-
~ i ~ l s ~ , ~ - r _ I _ _ ~ ~ ~ _ ~ _ _ _ _ U r ~ - O -P - ~ G .i..,_.. . w o0
2054: ; _i , _i._.. _a ~ _ t . m ~ + , _ _ _ . r. ~ I , ~ _ E._.. I ~ _ _ . .a _ _ I . _ _r _ j - - - I~ - __ti _ O _ _ 1. ~1 ~ _ ~ ~ ~ z i ~ 1 y y ~
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2050 _ - _ _ _ _ _ . . _ _ _ EXfSTIIJOii _ ..T ~ _ _ ~ ~ z ~ o a _ _ x a__ . ~ . _ _ _ w _ ~ ~ 'b oa
~ v _ z , ~ ~ woo _ . _ - 6 ~ ~ h w.y,N ~ R...._, _ M N
_.......w . / € 2048 ~ _.__.__i__ a _ . - . ,r... ~ ~ W.. ~ _ _w.._ ~ ; ~ - _ . _
v. _ _ 3 . . I 2046 ~ - ~ ~ - - _ _ _ _ . _ ~ _ . _ _ _ _ .4_---- _ . _ ~ " m o ~R7tDE_ ____E
r i a _ _ _ _ w_.. _ _ _ _ _ . - - , . W, ~ M N . - - f ~ _ ~ W ~ _ , _ n N.N - _ _..._._.,c . r..,
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_ i _ ~ _ * p-~ , _ a _.w_ I HMO ~ 00 _ . w.._ - ~
s 2042 _ _ _ _ - Rhv~-. . _ ~ ~ I ~ x F _ _ z ~ MOO OF-F-"FF _ NfV~„ i
_ ~ e n _ r ~ d -r - . ~ ~ m _._,W n M i NN I as»» - r_.._.~ I - _ ~ I 1_ ~ _ ,
2040 ~ - . _ _ w . ~ ,ten .tea -~ff--~~_. _ _ . _ _ a . . _ W a~'..,~4
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2036 ~ w F w N a ~ ~ _ _ W _ o _ , , _ . . p ~ p u.__1_ p ,~o~ t~ ~ _ . _ . ..w. _ w.
..rn z ..o,~ aov..._.___ . _r Foo ~ a ~ a a -o . n _ - _ m -o d N.~ Ncv~ ao ~ _ . _ _ . - - e _ _
a~ - w ~ _ ~o__.. II r,- o-~ n ' ~ rnQ Ih II _ _._.i _ ^Q II II _ _ 2034 a II as a m u~?_ II °1r voo ~ - - _ ._Q i41. ~ M~.~._ ~I^,~.. ? N Z~ ZNp! o N- . f.,p,,.f,,_ o . _
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O _ a ZO ~ ~ w ~ ~ a 2030:..___. N~ ~z w ~ + _ ,.____P. _ _ _ ._..~F.._..___..._,._. a~ . _ _ p aa~ ~ t y__...__.. _ _ - . _ a _ _ ~ - m__.. - - -i. . ; _
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ow . _ . _ _ . _ __.m.._. 2024 a - - _ . _ _ e _ .A _ _ _ ~~pp ~
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tflPE 3.299:= _ _ V u____ _ , . __w__ _ , _ 2004 - . _ _ _ _ _ . _ _ 48irr.PfPE _ - r v _ .-..~..,._......r.__.-.-_._.._ i __.._a... ~ _ .~w -a.___.~_....,.~_ ~ s r, a_._._,.____..~,.~...._,..___ . i.. . .d,._.~.___~._._.r...._.....__~....
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QQ ! a ~ .„,....,e.. s. ~ ~ Z
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7+00 8+00 9+00 10+ W w
00 11+ H 11+00 12+00 13+00 14+00 1 I'"
5+00 16+00 17+00
STR ~1 THRU STR >xiR MW ) l
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1" = 6' VERT. a z U LU
m Q °D REPEAT Zp
v STRUCTURE REPEAT REPEAT
z a STRUCTURE STRUCTURE ~ z z . _ _ N - Ty D CC Z
Q o Up m REPEAT ~ ~ Q Q 2038 , , ' _ 0 2034 - I ~ i r r..___.-_.. o ~d_._._ vo CL
=STRUCTURE o z REPEAT ~ QNO ~ n z 2038. ~ i w
STRUCTURE RED- a 3~~`~ w II 0 2036._-_ _ _zON ~ w ~ .a ~ N 2032 - _ i'~o_, II cp n - t _ _ _ ~d75 ^ 1 w Lu
2050 ~ - SRRIlCTU4~ a ~ o z ~ o . Z O I n o N o 2034:. _ ~ ' . o! z N . _ ~ ~ o
z w z 2028 er; r- fi~ ~z~~ ? o 2030 .aa........ N_...; , , _ _ wNw~o if 2034 0~0~ I , II n~ 11 J 3 i J Z -J
REPEAT N••o a ~ ~ ~ II ; a 2048 r_ w N ~ ~ ~ a N z o STRUCTURE i.__. I 2030. a.. _ J m 2026 ~ - z ~ ~ p , - ~'~ra.~a_ H U rn N N II II 1 ~ N _O ~ ~ -~.~n _ ' ZN~VN~ V~ U Z _ _ _ , w ~ ' i 2032 ...__.o- ^ o v z z ~ ~ ~ _ _o e. - . i ~ ~ 202$ r ._od rD fb J(rJ
2036 . ~ ; z II N~ _ ~ 2030 = w~°~ z ooQ . _ - o: 2046 ~ . .._..r a N ~ ~r;,_ - m _.oa. ' ~ o: a. .o o _o mo r ~ _ ~ 2032 ~_~.o m_ ~v~NN v.~, _ m ao m , _ I ~ _ a-u-u., w._... ~ _J U z z w >O>
_ j , m z ~ ~ o~ ~ ~ 2028 _ _ ~ ~ , ' o N N ~ _ 2024 , ~ z ~ a - _ . 4.__._ _ ~ o F o o , , 2030 ; ~ i _ _ . _ _ . ~ 2026 - - _ _ . N~-- _ ,~F.. ll... , o . _ _ Q~II N ~ z , 2030 ~W~~'-- ~ z
2034 w~c°vcov , _ _ ` 2028 ~ . _ cn~-- r _ , . _ f.. a _~n.~._._; oo ~ _ ' 2044 t _ . ~ ~ ~ ~ ~ ~ __s.__ _ QIIO ~ , o~ _ zz ; I zzz F.. II o! ~ _ m . rn~__._ z i RROPOSED _ o ao ~-~t=.._ _ ._M s ~ 2024 1J=x
??o. 2D26 ~ _ , ,-zM 2022 _ U ~ ~ ; _ . ~ o m ~ ~ 026 r. . _ . 2032. _ t a ~ ° ~ oo. . _ 2028 _ . z 2028 , . ~ ZZ ; A n _ m. _ 0
2042 ~ _ y _ i NWT ~ ~ .per # o . ~ z , a . J ~ , 3 _ _ . _ ; 2024 ~ _ , _ J II ~ ' 2020 _ ~ , R ~ d ~ ~ ~ f , . _ _ _ _ _...I 2026 _ _ _ ~ PRj~POSED P~OPOSED i 2022 ~ D>-Z
~ - 2030 - 2 4 ~ ~ z z z ~ _ _ . ro.w__ ` ° i o ~ ~ z ~ _ _ _ , .z.. ~ ° _ z GRADE 2026 , , I - - - - _ _ G~A~E . _ - I
JN ~N - II ~ _ _ _ _ a II r-- . w ~ N _ z ' 2022 - . ' i ; om~~ ? 2018 _ r_ ; 2024 r ~ _ _ e - - w ~ _ _ ~ _ 2020 ` _ EXISTI
2028 z _ n n z 022 . . mw__~_ ~ ~ ~ - ~Fo~N ~~1f.~ ; 2038 ~ ~oFOO _N ~aNad~°. Up ~ ~ ~ 2024 _ . __.a_~.; _ ~ _ NG _ a _.w. ~ _
. ~ ii ~ ~ _ ~ _ cvNF ~ . _ . 202D . _ a ~ o ~ F 2016 I _b. _w ~ , 2022 'r- z _ ' i ~ r-.-__ . . . _ ' _ _ _ ; _ ''.GROUND 2018 , ; ROPOSED 2022- ~ , ~ _ _
202: ~aII ua m_°p..e N _ _ U 2020. Zm_°_ r r- _ RADE _ . _ _ T.... ~ p... L-..-_. I- I _..._~i I ,_..j , . t Y' ~ s 2020 ~ t ° .
_ I ~ 2018 ~ ±z Nt ~ . z ~ 2014 . e A . 2024 ~ m ~ o!o: 2018';.. a~:_._ ~ _ - _ o:o:~ .a _ ~ ~ z _ ~ _ ~ 2016 " ' , ~ 2020..__.__ _ _ _ i CEf4..g~ - - _ , REVISIONS _ _ ___a IS BY
o: _ ~ PROPOSED 2034 , _ ~ ~ o~~ _ r ~ ~ o zz ~v~ ~~-rz _ _ _a GRADE . _ . _ I ~ 2016 - ~ ~ PROPOSED ~ ~ . ~ 2012 _ ~ ~ , ~ ~L-oPE ~ e _ 2018 , . _ ~ 201 E
2022 _ a GRADE 2016 . a~s---_ ROPOSED ' _ ° .._e. _ _ 2032 _ _.m z_~._ ~ GRADE - - - ~ - 2018 4 ; P1P , 70 EXISTING , ' GROUND 2016 . 2012 ~
a , N Cn F- _ _~.w°_ _ . F.,, _ ~ 2D1O - - 2014 F_... ' __.w._~_-. ~ 201 _ {
2020 o: _ _ _ 2030 _ . ° 'SL~~ _ e. _ . _ _ 1.00 p _ - - - ~ - ~51.~ , 6 • i fi _ ,
~ 2012 . ~ .EXISTING _ , . , _ _~EXISTING 2008 2018 ~ _ _ , _l~P_ 90' , 2012 - " ~ Oin ; 2014 r .Q.___ _ . AROUND • PE~ - tE#.-55' _ ~ _ 0 2014 _ --s~,.~_ _ ~ 2010 4 . ; , _ - ~ _ -
._~ROUND 2028 - _ . z ~ _ _ 88 - ~ GROUND ~ _._OLA. , _ _ _ 2010 - _ _---3%`-_- _ - 201 ~ 2DO6 1 ~ 0 - - _ _ - - - ~ ,LEN. 229. DIA..~O n. PI ~ r _ . 2012 f , - ' 9., _ -p1A: 30in. P 2 1 ~ _ P 08 , ! _
E 2016 , ~ ~ s,1,OP ' ~ 1.7~' _ SIAPE _ . _ COPE ~.68~ ; EN. 22 1P~ _ . ~ x.. 0 2 ~ t~ _ _ ,
2026 _ _ ! _ ~ E PROPOSED 2008 r - 2004 _ )PE .68~ - _ _ 2010 _ ~ ._._n i 006 , , w _ , v ~m.,
2 1 , _ w___ , 3Oi~P1P1...__ 2008. ~ . ' DCA.. ~Oin? P°fPE" 0 4 r u. ° ° CEI~. 41` 2D24 _ _ GRADE _ ~.__....pip,, ~ 3O~n~ ~ pi 30in. PfPE ! _ 2010 i . _ . _ _
2006 ~ t . ° w.... ' 2002 ` EXISTING - f StOPE 1:00°!,-° ~ 2006 - --LEN: 2Z'-.__ _ ~ _1G~N 41 1-- 2008 - _ x__ ..SLOPE 6 82~ _ _ - 2008 - ~ _ .
2012 ; flhA._°18in:PIP ~ GROUND 2022 i _ - _ . ° - _ -OPE _2.00 - - 2004 - w._ . I _ w---__.. ~ _ . . 2006 r IA. 30in. PIP ~ - _ _ . _ _ _ w ; - ~ _
! _ _ . 2004 Old,,.-,3fiia_.PIPE~.-.. . 2000 _ , _ . , 2020 r ~ TING - ; a~....__ _ _ ~r~ 7_ ~ ~ Zoos - _ ~ _ _ _ _ _ a
__e.., ~ _ ` GROUND 2002 ~ - - 1998 _ G 2004.._..__ ' _ , 2004 _
2002 a_ E 2008 , : , 2018 ~ ~ _ _.m - _ . _ _ . ~ _ _ _
;,_-_...n 2000:. _ _ _ 1996 ~ _ L.~; ~ 2000 , _ _ _ ~ _ . _ . 2002:._ _ r....... _ \ ~ ? 0+00 ~ . _ . _ 2002
O6 I 2016 'SLOPE-..1.Q0,~-..°.; _ . _ _ Q _ ~ . _ _ _ _ _ _ _ . _ ' TR X49 T ~ 0 STR u _
_ ~ . 1998 1994 r ~e.. 'y_°, 1998 . 1A..18in... PII~E_. 2004 - _ _ , 2014 , _ ° _ _ 2000 ~ ~ ; ~ 2000 w___._ , SCALE: 1" = 60' HORIZ. v._____.~~._
- . ;v._ . , 1996 _ . z._..__ _ ~ 1" = 6' VERT.
92 ° _.._._F 2002 > , ! 1996 f _ . 2012.. _ 1998 s f_ _ . EX~~ _ - ~ ~ NOTE
C d. 1996 _ _36.__S.S. 1996 ~ `
L INV=11997.72 _a CON TRACTOR IS RESPONSIBLE FOR COMPARING THE STORM AND
G a SEWER CHARTS WITH THE PROFILES F OR THE STORM & SEWER DRAWN BY
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ni 0 DISCREPANCIES PRIOR TO COMMENCEMENT OF CONSTRU T C ION. CHECKED BY
M 0+00 $ 1+00 0+00 1+00 TLS 'LS
N STR ~5 o+Do 1+00 0+0o AL SCALE
8 TO STR 0+00 BO ~ STR 57 M o+oo THRU STR ~ 0 59 SCALE; 1" = 6 ' STR ~ VERTIC oATE, 1+0o HORIZONTAL SCALE o+o0 7/31/2003 2003
~ o HoRlz. 61 THI STR ~3 T N _ SCALE: 1" = 60' HORIZ. 0 STR 1 _ ~ _ 9 T ~ 6 VERT. r ~ r SR 8T ~ X61 THR >x 1+Do U STR 4 6 e STR +~65 T ~ 3 s eo HRU STR ~ ~ ~ o ~ ~ sc ~ _ 67 AlE
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N .ti ( ~ (IN FEET 02-124 124
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N .a gFEET NUMBER CALL US FIRST!
N O 1-800-632-4949
N O ~N
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ONE CALL CENTER, INC.
OF gI#ETg SETS
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- REPEAT 2094 _____M STRUCTURE
2134 r _ _ _ . . i 2090 . m__ . r ~ ....5,._... . _ _ . _ _ _ 2036
t L.. i ~ 2132 ~ _ . v . ..v_ _ _ _ _.3 2092 ~ _ ' N }
, 2088 ___j i _ ~ i ~ 2034 ~~__.._.NN _ .m._e__._ s_._ ~ _ _ _ ~,___.._.,___Z ~~_v__ N~_-~
_ - _ 2130 _ , r.__ _ _t_; 2090 _ , _ _ ~ ~ , - ,cxL~___ ~ ar , JN , - II ~N ~~o ~~O . 2032 ~ _ 11~._.... _ . ~ _ ~F~... _N
2086 ' _ _ a. _ . _ I_ w.___ _ 2090 ; _ _ a_. _ . _ ~ / a:Z^ 2088 ~ ~ . _ _ _ r.. _ . ~ ~
~ 2128.. _ _ ~ _ _ . 2084 r___._._ . 2084 i- _ . _a._... ~ r _ _ ~z- ~ N I _ Q II ] a~ _ _ _ . 2030 4.____.___.__ _ . _ ~
2488: - _ 2126 _ _ _ _ _ . - ~ UV1N z ~ - ~ o 2086,... ~ . n_...._
2082 2082 ! ..,_w _ . _ ' ~ G i m- . _ ~ _ _w _ 2 ---f-_---__ - ~ ~~z ~ 080 m- ; _ ~ 4 2028 _ _ _ EXITING ~ t _ _ ~ a> , __..m_-, 2084 ~ ~ z.____-
I ~ 2086 ~-__~..._-r 2124 __......w. ~ __M__._.___. i ~ ~ GR~lUp6 ~ ~y RI~OP,OS€-A_.._.._ t~ k ~a 2026 ; _ _ .
2080 ~ 2080 ~j. _ ~ .._...i. a__._ _ _ . . ~ 2084 r ' Z ~ 2078 _ - _ _ N~ . E. ~ o ~ , ; ~~z ~ 208 - ~ p
s i ~ 2122 - w_. _ - _ - . w _ . . . I f / 2078 _ - ; _ 2078 t _ .4.. _ 2076 + _ . ~__wl I- r_ _ _ ~ . ~ _ ~ r_LL---_. _ _ ~ ' _ _r~... s _ ~ ~
_ 2082 _ _ ~ _ . 2120 _ _ ~ ~ / 2024. ~ (/1 p . , , _ _ 2080 _ _ ~ - ; . _ _ _ . _ _ _ _ _ - _ . , _ _ r- - N
2076 t-_ . . _ 2076 - _ -s` _ -_.._a . k_.__ _ _ ~ _ . _._.i ~ ~ f f ~ ~ , 2074 ; ~ +..1 2022 . A r r ~ ~ ~ _ _ x.--..
_ - _ _ _ _ _ w._ _ „.__J 211 ` ~ i 8 _ ~f_.__ s~ _ ~ , • 1 2080 ~ ~ , _ i ~ i03 2078.__._. ___.._T _ L ' C7 _i i~tl. _ _ _ .._a _ ~ E ~ ~
2074 , _ 2074 _ _ w__- _ _ _ . _ _ _ _.a - L _ , 2078 2072 t..._... y E....-. _t _ i.._.. f. _ ~ - ..._a 2020 _ r ' _ ' , a, ~ ~ W y 9 f _ i SLOPS O.SO~ ae p ~ _ _ - 2076 ~ ` . - ° ( V ~ t` o28
2116. _ _ _..i E 2070,-_.._. _ s...._..,_~ ___,___-a ! _ _;_...QIA~..~6in_ PIPE . ~ ~ Q
2072 , _ _ _ i 2072 ~ _ . _ ~ ~ t___,.. _ 1 _ . . ; 2076 : _ 2114 , _ _ ~ ~ ~ 2018 , -450 r .w, ~ E"' ~ , T EN: t80` ; 61A. iPi:..PtPE.._ ~ w t` w____ . _ 2074 C a - _ i _ _ _ _ , 36`
f 2070 F - 2070 ~ 1 i , . _ ~ ( - - - _ _ t._ _ _ n Pt>aE.. x , , D1~. ~h~ ~ ~ __EXI~ _ ; 2068 ` . r _ _ _ _ . 2016 _ _ . _ `v ! ~
r _ , _ . G 2074. _ 2112 _ _ . _ _ y_. GRO N~ 2072 t ~ x _ I__._._._ .._y .j _ ~ p ~ r oz
2068 r_. _ ._,_u. _ 2068 _ _ ~ _ _ . ~ _ _ ' _ ~ _ _ _ ~ _ _._._1 , ~ ! 7 ~ ~ s. ~ t` _ ~ N._v _ _._a._ 3 s 2066 ~ ~ ' _a 'C ~ ~ / 2014 _W...._.__ ......__.A . ~ 04 , 2070 ~ _ rv _ _ _ . ' f a k s ~
r _ _ _ ~ 2072 -4--- ;--~--1 2110 ~ . . , rA a0
2066 ~ _ _ , _ _ _ 2066 _ _ _ ---.a . _ 2070 - ~.w__ _ 2064 _ _ ; ~ _ ~ _ _ ~ ; ~ i C a 2012 f. ~ 0 ~ ; G REPE T 2068 r , j._..,,; _ ~ ~ ~ 3 a.
_ r . _ _ _ fi ~ 2108 _ . _ ! 2064 _ 2064 a _ _ _ ~ - _ _ - _ r _ _ _ _.....i STRUC RE ; ~ ~ , ~ I ~ ~ ~ a 2062 _ . d____~ , __._~__i 1 ~._.v _..._..-w EXISTING _A.~,,._._..,
i EXISTING - _ _ ~ _ 1 ! , i" _ 2106 _ _ . _ " _ _ . _ 2088 20 0 ~ r ~ _ t ~ ' _ 2066 s- ~ J._ ~€AT•.•-..~._., ~ _ _ ___--.-._GROUND. ~ OA ~q a a
Gl~~l D 2062 _ 2062 ~ _ ~ ! _ _ _ _ _ _ _ _ _ _ I _..S~RUCTURE.... E I~ \ O a 2060 ; . _ 2008 ~ - _ ~ W ~ o0 , I I ~ a
~ . _ a . ~ 2068. _ _ _ 2104 , r_ , l " _ _ . _ .L I _ 2064,.._.._ _ - "a t; - _ _ A - . _ ~ . w ~I O dQ a ~ _ ; a
2oso L._ . } , 2oso . _ l..._..__ ! ~ 1._..._. __._~I ; . _ _ _ _ 2058. . , a_._..1 _.A...._ r ~ 2006 } ._._...__I ~ ,q ~ ^ - - -r
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I CE WITH CITY/COUNTY SPECIFICATIONS UNTIL A HEALTHY STAND OF GRASS ST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCA S OBTAINED. JBY-
~ '/Ti4ap 0 ~ O N S TE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. m
Y ~ iii ~ mm 7~Z 1 17. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING 3. ALL CUT OR FILL SLOP TO CODES AND BE CONSTRUCTED ES SHALL BE 2:1 OR FLATTER UNLESS SAME.
/ Z rn mz e~ OTHERWISE NOTED.
E j' CAN l 4. PRECAST STRUCTURES MAY BE USED AT 18. ALL STORM STRUCTURES 1 CONTRACTORS OPTION. SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT FROM NVERT-IN TO INVERT-OUT.
i1y •0 ; ` 'u m u t 5. STORM PIPE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: 19. CONTRACTOR TO CONTACT THE CITY/COUNTY FIRE DEPARTMENT FOR BLASTING REQUIREMENTS.
N 1 F' TYPE 1: RCP PER ASTM C-76, WITH FLEXIBLE P
`~9 ad1 / Z S:. LASTIC BITUMEN GASKETS AT JOINTS. - FILLS UP TO 15' OVER TOP OF PIPE CLASS
. USED. f - FILLS 15' OVER TOP OF PIPE, CLASS IV OR III GREATER MAY GREATER BE MAY USED. -FILLS GREATER THAN 20' OVER TOP OF PIPE, CLASS V MUST BE USED.
YD k%S
,.w•4~ TYPE 2: SPIRAL RIB METAL PIPE TYPE 1R. GALVANIZED COATING. PIPE ENDS SHALL BE o RE-CORRUGATED AND INSTALLED WITH SEMI-CORRUGATED HUG
w r AND "0' RING GASKETS IN ACCORDANCE WITH PIPE MANUFACTURER'S HUGGER-TYPE BANDS
s ! 000 i INSTALLATION REQUIREMENTS. SPIRAL RIB METAL PIP LY , ASTM A 760 TYPE 1R. ACCEPTABLE MANUFACTURER: CON TECH, INC." ULTRA
f FLO OR ULTRA FLO II" OR APPROVED E ~ QUAL.
~ 0O TYPE 3: CORRUGATED POLYETHYLENE PIPE (CPP), SMOOTH INTERIOR WITH EXTERIOR
OPEN CORRUGATIONS, PER AASHTO M294 MAY BE USED FOR PIPES 4" TO
9 ~ t f 48". JOINTS SHALL BE WATER TIGHT. APPROVED PRODUCTS ARE HANCOR HI-0 WITH SURE-LOK JOINTS, ADS N-12. Fk
H~
6. EXISTING DRAINAGE STRUCTURE EXISTING PIPES TO B S TO BE INSPECTED AND REPAIRED AS NEEDED, AND E CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.
on ~ ~
7. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT
OO ` ~ 8. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT INTERVALS. DRAWN
ZN \ ~ G m \ BY I rl 9. 'r' AN'Y EXISTING STRUCTURES 'C REMAiN ARE DAMAGED DURING CONSTRUCTION BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR IT SHAH CHECKED BY
L4 to co m \
STRUCTURE AS NECESSARY TO RETURN ITT REPLACE E THE THE EXISTING T TO EXISTING CONDITIONS OR BETTER. LS
10. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED DATE:
STRUCTURE IS WATERTIGHT. TO ASSURE CONNECTION AT 8 6 03 03
11. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL SCALE: „ '
HAVE TRAFFIC BEARING RING & COVERS. MANHOLES IN UNPAVED AREAS SHALL - ABOVE FINISH GRADE. LIDS SHALL BE LABE BE 6" GRADING PLAN JOB ~ ~ 00 00'
LED "STORM SEWER". No. -24
12. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS O N.P.D.N PERMIT FOR L ADHERE T ALL R UTLINED IN THE GENERAL OZ ER
GE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 24
13. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. 100 o so 00 R
200 +oo
14. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS F AND PAVED AREAS. OR ALL NATURAL
( IN FEET ) C 2
1 inch = 100 ft.
(1F' Currrc 'C TC

M a M o~
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2050 _ _ _ _ _ - _ . y _ s _ . _ ~ _ 4 . - . _ t_.._____.._._..._ cn~zzz _ _ _ _ P~' P _
f r'_ _ , 2048 ` ~ ~ ~ _ . _ _ ..__..e _ ~ _ _ . . _ _ . r i I , 0 OSEO _ . ' L.. _ _ . 2024 ___O~~OE...... .;~.._f _
_ .__....N...._-_. ~ _ i . . _ _ 1 E ~ _ . n g_.___ . _ . . _ _ _ ' 1 _ r.
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4 .m._.._ _ ~ _ _ _ ~ ~ e,-._ r 4 ~ ~ _ _ ___-w . _ _ i. . _ r__.__. SLOP 0 50 q _ _ , m__
2042.._...... ~ ~ i u_. _ _ _ _ . _ _ . F _ _ . ~ 20,6 _ l _
- _ _ w. r _ 11 _ _ _ - _ _ i 2040 _ - _ ~ _ ~ _ _ _ _ 1 ___v_..___ _ _ a__ _ . . _
_ 1 I,___.._,__._. _ _ .a_ 7_ _ ~ ~ _ _ ~._I ~ Y ~ ..._4._.., _ ...L...._... _ ~ _ _ . _ _ ~ z ~ n ~ Aso-. _ . ~
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~ ~ r _ w _ _ _ °T GROUN . _ p__.. . _ ~ N m C9 p N v / 3._ f 4 _ - ..1 _ f . ~ - ~ ~O _.~r ~ ~ W
2036 r-__.. ~ _ _ _ .~_._.w _ r .n.w__ .I _ ~ ~ f ~ 2092 _ J _ _ ~ . _ ~ CFO - _ - - .Q N ~ j ~ _ _ _ F---- _ _ F p~ ,W _ _ _ ~ `d ~ ~ ~ - - ~ O~ O Q II N _
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~ N101 ~ C9 W ~ n. NY° _ r
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I ~ ? F... 2032 _ . _ ~ _ ! ~ o ~ ~ _ _ . _ _ _ ~ _ . ~ _s ~ _ II III _ _ . ~ ob.N- _ . _ . _ M I ~ ' ~ 2008 ~ s _ _ _.__r._ _._,_-j ~ ~ ~ . _ _ ~_-.....f . 4 - _ _ _ i z.. V
NO~ ~ _ ll.~ ~ ! _ _ all - i. ~ _ _ ~ _ .l4~fA r. . _ . _ W . i , N _r_ _ _ _ - ~o o ~ - _ _ _ _j ~ .
--QQ 2030: ; . . ~ ~ ~ , 01 . _ " I , ~ i _ _ .1_. _ . 1.. 006 . _ _ L
_~II ~O _ . _ ; ~ ~ , i I 2028 ' ___M. _ _ ~cx.. _ . _ ~ ° a M i ~ ~~z _ _ _ ~ _ _ _ _ . -_..__r. ~ ~ . _ , -.1.. _ i a.. . _ 1_ _ _ 2 0 I • ~ _ _r._.. ~ ~ ~ ~ 0 _ - - _ . _ _ . ,
- tea.- A_.._._.. _ _ ._s__ k_.__.._ IY ~ _ _ ti _ - _ - . - _ . M - ~ i e j-. w. _ ~ ' ~ a zzz_ . . _ _ _ _ _ _ ~ 4r N H _ _ _ _ _ - f_ i_ m ~ _ ~ 2002 , rZ
i r . - _ + , 26 I I r.. ;..,.w. _ _ - a i _ _ . - - 1 . ~ _ _ _
_ _ _ _ _ > ~ . _ Z. , ~ _ _ . w L~ w
2024 , _ _ _ _ _ _ _ . _p QII II y__.,___. _ OSE, w. _ . _ t.__ _ _ _ . _ g_._. _ _i _
GRADE _ i _ _ z . _ . _ . U~
2022 r=~~.. _ _ ~ . , . _,.L....._ _ _ _ I i-- F -r _ . _ , _ - _ _ _ _ _ _ ~ J _
_ _ . 1_._.-._.. ' _W_._ w _ I _ . _ _ 2020 ~ m..- _ ~ _ t ; I . _ . _ _ _ . 10~E 0:~~~ _r . _ p1A. 24ir1.PlPE::.__ ~ J
_ W_.._.._ _ _ _ _.-.~...n_ _ a_.. . _ __._..v_._ ~___.1..... ~ ,0~~,,_ ,_L~N. 195 SL~Ft~~9: fl e~; g A. ;24in.PIPE : - DI
_ . f I 2018...._ _ _ _ _ _ _ _ i I _ _ . _ _ r . _ _ _ _ . 1 PIP -m - -i 0+00 1+OD
i _ 1 ~ _ -._.._.F_.. _ _.......a . _ l . _ _ _ _ _ , _ _ , _ _ IA. 24in.PIPE _D / _ _ _ _ . N ~ STR 53 AND ~ _ W. ~ _ _ _ _ _ _ _ , _ . _ _ - _ - _ L_ _ _ _ _ , STR 55 J rX
2016. _ _ _ _ _ . _ _ _ . ~ 6;~ _ . _ _ _ _ 2,~.. 7 i . ~ j !E_2• r ~i
3~ _.l . _ - - 2014 ~ ~ L ~ _ P , _ r , _~v.____ _ G _ ~ ~ SCALE: 1 - 60 HORIZ. O
_ - t . _ . _ . -k-_. f3.50~€ ,~yjn 1P ~I _ SL - - _._.__I. _ 1 l -1 _ _ . _ ~z
A. 42m P OG~ _ _ _ 2012 r-__~ _ _ .__r._.. ~8in:pJP~ ~ ~~E"FI:~'i93'- ~pp'E.-0,50~__;_ _____-:_-_1____ . _ ~ ! __._..EXISTING _ _ ¢ . Q G1~OIIND r_......_ o~
. - a-. S ~ Q..509~ _ - - - _ _ LEN. 1 _ tin I ~ • .PIKE- _ QjA,., r w,G _ ~_.._.._.-_..w.__ - _ _ _ ~ L J _ . _ 11 ..J i
L~, 2010; _ _ A: - fN r .t.._ ~ _ , ~ I -.1 _ e
_ _ _ S40P _ _ i. _ - _ . 8 S.S.; w _ _ i ~ i
2008__.._.- - . _ ~ ~ ~ IP,E_._._L._-_ _ ._a I I I r _ . y.. .d._. _ w__ ~L_. I LEN. ~ - a _ . _ _ w _ ; . ~ _ _ ; _ , _ _ _ . _ ~ . - - _.a__ a. ~ _ _ REVISIONS
2006 ; ~ _ _ _ . _ . _ _ ~ BY ~ ~ _ _ _ .i. ~ I _ _ _ BY
_ , _ .,......_f__.. . _.h._._.._.. - _ _ ,
.
_ 4EN 23' _ ~ . , _ ___.m_.___.. ..w__m_._ _
2002: _ SLOPE 0,50 a _ _ _ _ = DIA.66in.PIPE I
r I _ _ _ ,
i i _ _
0+00 1+00 2+00 3+00 4+00 5+00 6+DO 7+00 8+
00 9+00 10+00 0 11+00 12+00 13+00 14+00 15+00 16+00 17+00
STR a29 THRU TR a S 41
SCALE: 1" = 60' HORIZ.
1° - F' 1lCpT
c DRAWN BY RD
c
f a CHECKED BY TLS
m 0 DATE VERTICAL SCALE HORIZONTAL SCALE 7131/2
M 0 003 13
0 N 6 0 3 6 80 0 30 80 SCALE
M O AS SHOWN WN
O JOB No.
3 IF YOU DIG IN NORTH CAROLINA I NOTE ( IN FEET) (IN FEET 02-124
CALL US FIRST. 1 inch = 8 it. 1 inch = BO ft. SST ~B~
N _ - CONTRACTOR IS RESPONSIBLE FOR COMPARING THE STORM AND 1 800 632-4949 SEWER CHARTS WITH THE PROFILES FOR THE STORM & SEWER
N ~N
° NORTH CAROLINA LINES AND INFORMING THE ENGINEER OF ANY CONFLICTS OR N DISCREPANCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION.
ONE CALL CENTER, INC. N O
N O
f OF SHEETS
02-124-ST.DWG

0 0
o N J ~
N N Z ~ -Il~~o
OIIN~ 2 mU~O Z~
ZZ~N jFON ~VJN II U~NH
all~ UII~ Zp ~ ?O 0
~
d~ ~o~'~' REPEAT M O 0~
~ ~ v,~33 STRUCTURE ~ zz O ~ II O ~ O
REPEAT M Z ~ M O F N ~ ed
STRUCTURE cv0o II _ _ ~ ~ ' ~ i 00 m t~~N cai~ 2134 _ _ _ _ _ ~
Z ? ~ REPEAT Z ~F.-II H
a ¢ a m STRUCTURE Q m m _ m X NNF ~ ' ' o a o~ a 2132.._._._ ~ ~
? _ = U 2038 _ . _ _ _ _ _ a , 0 c
_ . _ ~ a ~ O' ' a z I V ono 2140 , o~ ~ _ _ 2130 ~ _ _ _ . 'd ~ ~ ~ a VUU,
_ _ 2036 ° ° ~ I u~ ~M N: ; ~ ~ _ . _ . n._ ~ III°~ W zz ~ ~ oa ti ' _ ~ O
a n 1` N 2138. _ ~o~_~ w m i. ~ 2128 - --.-~-........i o a x ~ oa- ,.v. ~
U ( ~p ~O ZN - _ N._ nN w,y. NO_ _ ~ ~ 2034. ~ ` w II ~fV w II ~N d~~0'~ w ~ ~ ~ "~i~ ~ ~ ~~5"~~ _ 2034 B~ar_- N N .._....1 _ _ ~ N O x . n far- .N II - ~ ~ ~ 2136 aecm 2126 rr~.. - Y g o oz
_ ~ _ _ .mOcpp m ~Q .t. ~ µ_...k I N ~ _ Z~t~ Z~ r. N N....._ FO FON. OON_,_..__._..--°,a~ 2F. i v N _ ~e.V ~ _.....1 A_ - OD Ali ~ AG F - - m. O ~ ~ w
2032 ; ~ is ~ nr~ rvrv~ 2032 wN~~ N II InN II ~ ~ ~ H i ~ # ~f1~~ ~ _ y~ fl. _ _ . _ ~ 4 N. . g ~ _ a . , - a ~ ~ _ a II II ~ _ a I Q~_ 2134 _ _ ~ 2124 _ ~ ~ ~ ~ a ~ a
m(90r; O U ~ O _ N ZO % M ~~O ~~N ~ O 2030...... . . _ _ _ , . p, Of . _ _ . . 4..._ , _ _ _ _ _ . 2030 _ . _ °-11--_. cr0 , _ ; 1L_ n ~ y ~ p ~ ~ Z a ~ y O a.
F- HH c HHH NNE H ~a oFoo ~ ~ '`rr ~ o~ 132 z _ ._..__i 2122 N p, ~ 3 C ~ ~ ~
a II II ~ 2028 2,g__ _ _ ~ ar_____.___ Z _ » 2028 - _ _ . ~ ~ zzl ~ozZ a~ ~ j__°- - p O ~ w ^ ~ ~ Obi a~ a
, . taw _ . . _ F ~ _ ~ , 2130 , 2120 , _ I ~ F ~w0 J ~ O O ~ ~ a Ot - ~o rn o a
2026 , ; . _ ~ . _ 2026 _ _ _ ; _ . . _ P OPOSED ~ . II N ~ 0 ~ O o0 2128;_.3-~0 _ _-_.gL6pE-- . 2118'.______ o__..~.._....,..3 0~^0 0~ o ~•I o b4 a o z ! z,~,~ a ~ A
2024 ~ _ - _ _ 202 - ~ _ _ _..-.BFA_`1S1R'-, "FOON W N W .w sl
. _ _ w_ . . . _ ~ i.. A 2126 ~'m^ + .____.t ~ ZVINNF v°D F U ~ o 0 i ~ _ 2116 ~ ~ a N II o QQ ~ or .a N - O M V Z 2 ~ F M h t~__ r __w__# 20701-_ a__-___ ~ m 0
,f _ _ _ . _ ; . _ - _ 2 _ 2022 - _ ..r _ 202 { oo ~ _ M ~ 2030 ~ _Y.. _ ..L. i O z ~ ~ ii
.~.___._.__rt . 2124 ~ _ 2114 _ _ _ ~ O ~ _ I_. ' 0 2068 C a O
. 2020 - _ ~ _ 2020 C7C__..__+.(~jF ~ _ I ' V LLIV I . O ~ 7 p~ _ ~ ~ O U t L_ _ I_ V ~,1 _ ~ - _ z ° C z z _ c~. ? 2028 , , , o 2122 ) 2112 _ _ ~ ~ o o, .b a
r_.__.. _ ~ _ _ r _ . _ 1 _ _ _ _._~LOP 0,509:.., I SLOP 0.509.. ~ w_.. ~ca,z _ 2066 - ~ _ __1 1 ~ PROPO D _ _ ~ ' 2026 _ . _ .
2018. _ _ . , St~PE _ _ _ DtR: irr. _PIR€ GR o
9:509- , N. 142 ~ ~ PaR~ 2016 0%..-_ _ _ 2016 ADE- ~ ~ , 2064 . -36----- ,
CEIV 43'Y 46'. _ OPE..0.509:a__..._-__ Q.IPE I ~ _ LEf~. SLOPE O~S09 2118 _2El~DE3~-._ z~nN _ XISTING i o .j 2108 r_ _z. . , 2062 ~ UND - II o; 7
2014 _ . _ _ , _ , - _ _.._i 2014 ~ ~ _ _ v 2116 - 2106 zn
P 0.509 ; ~ ' -DIA..48in: ; - - - - LEP4 ~ . DT~k: 30it~: _PtPE ~ _ _ - _ . SLO ~ _ ._.GROUN SLOP1095~9 _ t--- _ _ - - / 2060 ` _....1.__ ~ N o ;
2012 _n_ . _ _ ~Oic.~1P~E-~- _ _ _ _ . 201 ~ _ _ gIA. BIIin. LEN. 40' ' _ _ _ _ f 2 _-k _ _ ` rt y ~ _ A - 2114 2104 . zZ 2020 ~ J . ac*F-r-i , , _ ~.r.i
L N. SLOPE 0 509 2010 - _ . _ _ _ _ _ _ . ~ . _ - _ EXISTING i _ 2010 ! ~ _ _ . _ _a_...__..._..._ _ ~ - 2058 , ~ ~ 3 ~ t.. . ~ 2018 _ ~ ~ ,
SLOPE' 0.509 D~a. 4Sin. PiP~ GROUN~_._..._ _ _ E~ t . _ _ _~j~ 2112 2102 a _ ~ ~ _r_ _ a.Yr_? PROPOSED
~T7C. ;4~in. PIPE' _ 2008 t _ _ _ . _ . _ 2008 _ t_ . _ tEN. ?6` _ . _ - 2056 ~ _ _lE?~ r _ ~ ~ p z SLOP 10.OOX 2016 ~ - ~ GRADE 2110 " ,....SLOPE..+:D4Yfr _ 2100'-- - _ DfA: n: ~ n.
_ a _ DIA._ 15ua.. _~IP _ SLOPE 5.7 ~ _ ~ 2D54 , _ ~ _ ~ . _ II
2006 . . _ _ _ _ _ _ _ _ _ . _ - _ _ _ _ 20061- - - - - _ _ _ _ N ~ DIA. 24in. GMP ~ 2014 r _ _ _ _ ~ 2106 I--____ .E~,~pG-__. _ _ _ 2098 _ . _ _ . ,
. _ ~ EXfSTING . fi. _ _ . &Rf1E31~1B _ _ _ , - ~ r_., 2052, - _ tNV:=20576fT~ z
2004 _ _ _......t_ _ ~ _ . . _ . ~ _ - ~ _ _ . _ - _ . _ fi_.,__ 200 4~~ r.. _ - J I - ' 2012 r_ _ m 2106. _ v._ 2096' - ~Xl T4N6- OR- TO FIELD _ _ _ ~ _
J 2002 , . ...._.L _ _ . _ i 2002 , t ~R.OUND__ _...._s 2050 _.r~LOPE - .0@~_.. YERI Y AND OT1FY . _ _ i_; _ , ~ THE ~ENGINEE OF ANY 2010' ` i , ' DI~4:-_ RCP. _
2104 _ I _ i S AFITfAt ~ _ . _ CLASS II ___...L_ I I ~ i 2048, pE~h!kT16N-~ORE I EXISTING
f ~ p 20081 - ROUND 2102 L ~ _ _ _ 1 2092. i ~ . _ . RO~EEDI~I~.. I ~v
t l _ L _ 2046 - -
2006 ' _ _ ~ - .._-..o- .J 2100.... _ _ ~ 2090:.___. r i . r
{ LEM:- 3~ _ , 2 3 I 2004 SLOPE-..6.. . d_ L . .
..u., k 2098 i ~ _1 2088. _ ( ~ 1 ~ _ DIA,__i8in.._~. ~ _ I 2042 - _
2002 - 2096 . _ _ E_ _ _ 2086 _ _i ~ _ .,_...w ,
0+00 1+00 2+00 3+00 4+DO 5+00 6+00 7+00 0+00 1+00 - _ ,
TR ~ a ~ STR X53 AND STR X55 S 32 TO STR 46 THRU STR 54 55
SCALE: 1° = 60' HORIZ. SCALE: t° = 60' HORIZ.
1" = 6' VERT. i" = 6' VERT.
0+00 1+00 0+00 0+50 0+00 1+00
0+00
TR ~1 THR TR X11 STR X111 AND STR X112 STR X83 AND STR X113 THRU STR. #114 S 08 U S 0
" STR #117 AND STR X118 SCALE: 1" = 60' HORIZ. SCALE: 1" = 60' HORIZ. SCALE: 1 = 60 HORIZ.
SCALE: 1" = 6' VERT. SCALE: i" = 6' VERT. SCALE: i" ~ 6' VERT. SCALE: 1" = 60' HORIZ.
N
0
r
2050: i._..__. _ _ _.._T._.. r.__ i._.___ _ M
j _ _ r 1 ____....1 r
2048:,---- T.._._ I.__..____ __-_f.____.___... _._...-__._.__..--I__..---_.____.._. . -~--.^-i---_._____._~_.____.._..._ ~ _ REPEAT
2046 P__. ; ~ _ _ _ _ ~ STRUCTURE
r ~ ~ i _ ~ _ r _.L_ I. __I . _ - W w w
2044 r--_.._ . _ _ 1 _1__.__. a ~ i _a _ 1
I . I I _ I _ _ . _ _ .
2042 _ _ _ r - _ _ _:F.r _ _ , ~ ~ , , y... J N 2042 - _ ._-...m 2036;.__ 7- __.,2036 ~ O I _ ip... - _ ~
2036 u_ r_._._ ~ - w._ L_.._ ----F__.... _ -_y-._ _ o°~ . . . a ~ _ L_._.._ a -3 ~ I -II~~ ~oV_ - - . _ w ~ _ _ _ . _ . , _ x 2040_ _ _ _ i _ _ mn ~ II ~ ~ _ H r_. .._a._ 2040 . _ _ - _ 2034 ; _ _ _ _ 2034
~o ' ~ ~ - _ _ - _ _ . _ _ ~N 20 4 I ~ZN II . 3 I _ _ c~._._ , , . ~ ~ ~ _ _.M o ~ I LL z r r _ _ . _ _ ! U _a _ _ _ _ ~
W < I~ ~ ~ N fl t ~ - Z O i i/ I o _.___y. t f_- Z 2038 N _ _,_.__...v__._.~ ~ II ~ { ~ o ~ 2038 , a ~ n O N 2032 r 032
. . .m , _ _ i . _ _ _ _ . _ i_ _ _ . ~ . _ . _ I~ r t _ O0._... , _ J 11 NO s-., . . N _ _._~j 2032 ~ _ . ~ W ill h ~ W II O ~ _ . _ . _ . _ , w I _ _ _
._N._,a HN '-n fit- _I _Ze~i 1 1 H ~ enxe f7 !Y~ J-_M _t_. J nn:n I { i ~ n~.. III
~ N' ~ ZN~O ~ ~ ~ cvw OFOKIN j i _ I i_ n i 4_... ._.T . _ , I _ a~ _ _ _ _ j cvw ~ Z N.n W - _ m ~ ~ r, _ _ ~ ~ cv~u r.. ~ _ ~ . ~ x...~ ~u rrr , _ ~.M . _ Zy..._ tale i.. _ _ . _ ~ _ . a0.
2030 ~ t_.,__, _..v_ _ . _ _ _ . _ i._ _ _ _ _ _ _ _ . _ J, . f~ ~ Cf'""'M O D ~ 1 t CT ~ ? ~ ~ ~ , Z N N},,,. _ _ _ 2034 . .r.M~. _ o - - 2028 ~ Z ~ ~--2 28
JN ~N ~ .tN ~ 2034 a _~0 1 I } } } E ISTIty6....___ _ ~ 1`~ _ _ _ . r. _ . r 2028. µ _ _ _ _ . _ . Q - _ _ J NOS lC~ O 6E}k~r ~Q,.. Q._, , I i ~ W W _ b - Kl ¦ Z
a.____ ~ 2032 _ _ _ _ _ _ . _ _ i QQN ill E _ i.. N 2032 NN~_ ~ _ _ _ 2026 ' . - _ _ ..j . ~N 2 6
wF o ~O O . _ { _ _ i , w._., _ ~ - - _ _ 2026 ~ , _ N ~ _ _ _ . , . _ _ _ _ _ ~ . - - s 'F Jlll . ZZ ~ p i ~-~ood
_ _ . _ 2030..... _ . _ . _ . .F -P~A~aSE-0. _ . _ ; - _ _ _ _ , . _ _ N I ~ ~ ~ p/~o CC^ I p ~ \ I _ _ 2030 2024_ tea-, o_Q._~20 - GROUND w _ _ . _ ~ i'~ w
2024: v, ~ ~ _ ~ t dE _...._...,C...... - . . ~ - - ~RADE a _ . _ _ _ . _ _ _ _ y_ _ _ _ _ _ _ r _ Z Z ~ 2 2 L___.. i_.. _ _ ~ p j
2o2a t 2o2z' I t. : , 2022 ~ - ~ 08 , ~U
_ _ _ _ _ _ - - _ . _ i 2026. ° ~ ' _ fi- - r_.. _ _ }~F: ~ ` GRADE ~ . _ _ 2026 ~ _ . _ J 2020 ; ~ 20 ¦
2020.. ~ _ _ . . . ___y _ a I ' _ _ _ . _ . ~ . _ _ . M _ / 't J ~ LEN. 155`._..... $~OPE _ M yH _ ~ .0~-
. _ _ _ _ . _ _ __._u.. _.w.____. _ _ _ , 2024 _ _ ' 4in PI ' IPE... 2024 2018' ._.___1_ ' _ _ ..2018 ¦ x
2018 _ _.i~lA. _ ,_...._A.__._.., ; _ _ _ _ _ _ ~ ~.4~ua._... SLOPE t.4~8 1~1 _ _ _ _ 4 _ IPE....... ~ . _ 7 ~ ~ ~ ~ ' F ..,._._r.c._._ . _ ~ 6 ~ . _ . . ! _ ~ - 2022 _ - - ____w. _ _ 2016; °a
t. ~~..u. 2022 _ _ . m': u_..... _ . -pIA...24;n PIPI: LPE------ . _ LEN. 12'~ . _ _ _ _ i~
2016 lf'.~• ~ ' - 1~- _ ~ i ~ 009: , 1 _ _ 2020.. _-..SLOPEf-. . 2020 ~ - E__0.509~ _ i 2014 _ _w..... 2014 V O
-"15 LEN . _ _ ' EXlS1~lG- T w _ _ _ _ _ L_. _ _ _ ~ ~ ~ ~ w . GROI~ND . _ ~ ___._w__, PIP _ _ . ___w. _ ..M_.___..__ z
2018 _ . _ _ f / x i _ _ _ 2018 . _ 2012 o ~ 2012 Q
E _ _ . _ K_ _ _ _ _ . , ~ _ 2012 _ _ _ _ . ; N ~ ~ ; t LE ~6 i J _ w _ ~ L _ ~ n _ . LEN. 48 ~ ~ v z .
_ _ _ . _ . ~ _ _ ~ 2016 = _ . . _ _ _ . _ .._....t. . _ . I _ _ _ _ _ _ _ ~SLO~E 6:00 i i I 2016 ~ ~ _ _ _ . . w 2010 ` _ _ f )FISTING ......_-GRADE ~ . .........2010 a i ; ~ SLOPE 0 50% - _ . UNQ
2010 . _ _ _ - _ _ . . _ _ ATA. 2~n:_PI~E_. _ ~ _ ~ _ _ . ~ _ . ;.LEN,.42 _ f. . 2014......_.._. _ ..___a_. ~ vi ~ DIA.-1$~~in. PIPE~~~ 2014':____ ~ 2008 _ .._,.2008
, A 2008 QPE_1.4Q~_ . . E`_ __..~.1,/.._. i.._..._...__,_. _.1._. A.
DIA 30m PIPE.' _ ~ _ ~ _ L_ _ _ , . _ . 2012 ; a REVISIONS BY ..,u 2012 - - 2008 _ 2006 BY
I , r_ _ 2006 ~ _ _ ,
_ _ _ ~ _ _ _ 2010; _.~-..~s'._I... _ _ _ _ _ _ . _ _ ~ 1 11 11 03 ~ / / TLS _ i 2010 2004 _ ; . _ _ _ . _ ............2004 TLS
_ 2004 _ . _ _ . ~ , . _ _ _ _ _ - . _ . . _ _ , . _ _ _ _ _ ~ ~ ~9PE- ; _ _ . . _ _ 1. _ _ . _ . ._-,....J i 1 7 . _ 2008 F._...___. ._....L _ . _
I_ _ _ 2002 2002 12/5/03 TLS Y , . . J _W_.___... TLS
2002 ~ _ . ; . _ `~Ra~osEo- _ _ _ } _ . _ _ _ ._fi . _ , ~ ~ ~ 1. _ s_ _ss.._.._ _ _ . _ - 2006. _.I_ k.~ _ i_..__._ r._ _ . _.I 1 . . _ _ I _ EXI LING _ - _ .1 2006 _ ~ . _ _ _ , _ _ , 2000 - ....~;k__r___ _._.,2000
INV=.2Q04 60 . _ _ _ _ _ _ a..... _ . _ _ ~ __.i. 2000 _ _ i 42 ; CMP
; : _ _ . _ _-_...r 2004 , _ a. _ { t.. _ _ _ _ a._ ...__i EXISTING ~ ~ ~ .._..r 2004 ._..i . ~ . _ , _ 1998 . _ _ ; ~ 1998
_ _ 3 SS..,...._ . _ _ _ _ _ _ i . _ _ - « _ _ i_._, _.__._.__I_...... r ,
_ _ _ _INy=#997:2`•2- _ _ _ - 2002 _ _ , , _ _ - . _ . , _ _ 1 2002 r _ . _
1996 _ _ . . _ _ _ ~ _ 4 1
0+00 1+00 2+00 3+00
0+00 1+00 2+00 3+00 4+00 0+00 1+00 2+00 3+00 4+00 5+00 6+0 s+oo o+o0 1+0o STR • AND STR X118
STR X69 THRU STR X72 STR X73 THRU STR X77 STR X74 TO STR X78 TO STR X79 scALE: 1" = so' HORIZ.
SCALE: 1" = 60' HORIZ. SCALE: 1" = 60' HORIZ. 1" = 6' VERT. 1" = 6' VERT. SCALE: 1" = 60' HORIZ. SCALE: 1" = 6' VERT. 1" = 6' VERT.
ORAWN BY RD
CFIECKED BY
TLS
f a DATE
rn M VERTICAL SCALE HORIZONTAL SCALE 7/31/2003 3
0 ri 0 8 0 3 B 80 0 30 80 SCALE
AS SHOWN NN
N M JOB No.
O IN FEET IN FEET 02-124
O 1 inch = 8 ft. 1 inch = 80 it. 3FIEET NUMBER
3 IF YOU DIG IN NORTH CAROLINA N T I OE CALL US FIRST.
~ CONTRACTOR IS RESPONSIBLE FOR COMPARING THE STORM AND
N 1-800-632-4949 SEWER CHARTS WITH THE PROFILES FOR THE STORM & SEWER
a ~ LINES AND INFORMING THE ENGINEER OF ANY CONFLICTS OR NORTH CAROLINA DISCREPANCIES PRIOR TO COMMENCEMENT OF NSTRUCTION.
N CO ONE CALL CENTER, INC. N
O N OF SFEETS
O f
02-124-ST.DWG

_ . _ _ , . _ _ _ _ . _ _ _ _ _ _ _...2092 _ _ _ - _ 2092 _ . _ . , _ . - _ _ _ . 211 . r 211 m..,_._-... : , ~a
e _ a.._,_.._ - - . _ . i _ 2D90 2112 r .
_I - - 2090. _ _ _ _ ~ _ _ . _ _ _ , _ _ - _ _ { _ 1 211 _ ; _.._r__.__ _ y.._. ~ . . .
_ . _ Q f~ _ _ . _ _ _ . _ _ - _ 211 _ _ _ _ _ i f Z _ . _ . _ . 202 - 2112 ,
2088 . _ a. _ r_ _ _ - _ ~ E L
ti . _ , _ _ _ _ ` _ _ _ . -I - _ 2086 2108 ~ ~ ~ _ _ _ s a _ . y._. , Vl r ~ i ao s~_ V-__..-.... J , 211 202 - _ - ~ i . ~ ' ~ ~ . 1 ~ --}-I ~ ~ O
2086 . _ . _ _ _ _ - . ~ _ - ,.a . - ; r . ~ 2084 ~ ~ c~ ~ _ I r.. 2 0 t .SLOP 1.OOx , _ o Fo - o G1?A~_... ~ ~ i ~ , ~ ~ - , ~
_ _ . _ _ _ 1 _ _ _ _ ' 6E 2084 . . ~ ~ _ _ . a . ~ _ _ _ w.... rn \Q QIA, .15in. PIP 2108 r- 1 _ ~ 1 2020.. . - -_.ry.... _ . a o _ ~ r.., • M
. _ , _ _ ~ 082 _...v ~ 0 ~ ~ wrn E ~ - _ _ _ _ _ _ _ _ 2 210 _ _ ~M~.~,_I-_- _ _ _ QQ1~~ y~ , - _ v _ _ ~ 4~ In
2082 t . _ _ _ . _ _ _ . _ . ; .PRQFOSEQ.. . _ . ~ N pp ! , t7 z ^ o k_ I - . _ _ _ _ . _ , . $~~fi . _ , . i _ _ ~ GRADE ~ - N II _ . t1 o ~ 0~,.._ R _ ` 2106 r ao 2018 of ~ w .z - r-
~ p N - _ i . . _ _ . _ . _ 2080 _ ~ N _ 2102 .~Fo ~ ~ n Ire t N m ~ , ` _ _ r.. ~ II ~ 2016 ; N ~ z ~ ~ ~ ~ i ~ _ - .....__.I 2104 ..a, - ~ II ~ c~~ •p.l
208D _ _ . _ _ . _ _ . _ _ ._",._Y._......_... A i i _ a II 0D - r ~ Z N _ _ f~~ f/~ ~ o _ _ - - ,
. - ~ ~ 2018 f _r~__ _ 2078 . , _ . - . _ _ _ _ . _ _ - _ w_. _ i_ E N II 2014 ~ 'd 0 U ~ _ 2102 , ~ ~ ~ ~ - 1- a , a ~ a PROP05 D ~ ~ H q
_ - - _ - 1 l - - - _ _.____...e. _ ~ ~ zzz 8 ' ~ fi _ _ e°w - ± 2076 - - - - 209 - _ _m t Z --1 _ r
2076 .m _ _ _ ~ r - 1 ~ ~ 2012 ~ _ .z~, , a 0 ~ s~ ~ u o ~ 2100 - x ~ o z ~ v__. ' r
o.__ . 074 2 I _ _ _ . _ _ , _ ~ _ ao ~ _ _ _ _ _ r ~ ~ 2096 ~ - o ' ~ ' - PROPOSED ~ f _ o z - ~ _ . ~ _ i-~ ~ ~ ~u, ~ GRADE z.... 2010 -~'"._a ~z
2074 = _ _ _ . _ - _ fl ~ _ ~ _ ._r . - _ _ _ . _ T. _ ~ ~ ; - . - ~ . _ _ 2072 2098 N ~ _ _ - ~ ~ LEN. I ' ~ o _ _ _r.___ r _ _ _ o~ a ^ . . _ _ N ~ IIn ' 2024 ~ - _ "
4 _ . 209 _ _ _ _ _ , _ _ . ~ j x , ~ Z ~ o Z~ ~ 2096 2008 __r_.., ~ « ~ • O a~
2072 _ , _ ~ n _ _ , _ _ _ C _ , 2022 . _ . y y ' pe-.___._~_-- "o a.
- ~ 2070 ° . _ _ _ _ . _ _ _ ~ 2092 2o7D . _ _ _ _ _ r . v U ~ ~ 2094 I ' _ 2006 _ _ . _ a ~ z ~ _ r _ ~ ~ - rn F _ 2020
_ _ _ . . rn _ _ , 2068 EN. 113 _ _ _ 209 _ _ . _ _ - _ _ I - ~ II ~ 0 r..-_. pPE O~D~ y. . b0 I ' 2092 _I 2004 __-~A...q~ginr RJPE M_.. ~_i p~ q a a
2068 . J . , _ _ - -t _ _ _ _ _ _ _ . _ - . _ z - . _ -1 EXISTING __.F__.; ~ a, ZZ ~ ~ pZ ~ 2018 I GROUND . ~ ~ o0 A
_ S? a . ; _ . _ _ f { i ; o z~ ° _.__.-__pl . 'i81n PIPS . _ __..a _ II - 20s6 . i_ . xzw - _ _ . ~ z SAN ~ 2088 _ ~ _ ..._i 2002 + _ _ . _ . _i; ~1 O bQ a ~ 2090 ~ . _ _
2066 ; , - _ . . T.. E..ff.. _ _ _ . NN _ - _ _ d ~ ~ U~ ~ OPE t: , ~ 2016 P _ a___.___...._.__.~.-----j--~ _
_ ~ n _ + 2064 2086 _ _ _ _ --I . ~ i~ - - . _ 2064 ~ _ --i , I 2088 ~ 2000,_... U~ o _ _ . µ ~ \ _ a ~ EXISTING p 0
-..fi..,_. ---t_ _ _ - . I ~ " _ _ - _ . _ . _ - - - " 2062 _ 208 - _ . o I ~ _ . _ ~ 7 ____t_ _ . ~ ~ EXISTING" I ~ I ~ w,...__..._ . _ _ _ _ ~ ~ ~ ~ ~ I i ~ 2014 _ _._.___W ~ ~ TIN&... ~1 _ ~ 2086 ; _ w~ _ _ 1998 ~ z q a
a- _ - - 2062 ; ~ _ _ _ _ _ = o ! , cn ~ fi _ _ ~ PROPOSE , . ___r 0 _ GRADE - La O
z ~ ~cy._......._.._ _ _a.. _ . I _ II _ _ _ _ _ _ _ ~ 2060 _ o ~ N _ - t - ~ 208 _ - L._ ~ ' . . 012 - _ ~ I
_ r 2060 , _ _ n-}.._...... _ , 3 2 _ ~ 7 1 _ t. _ _ _.j... w - -g - r ° , i N _ _ v _ -.4V . . w. . _ _..._..___....~a _ .._...-_......I~
- 2058 a i o . _ : r __n . - ~ - _ _ : _ r _ 2080 _ 2082 ,r.__. _ _ 1 - P1P
2058 ; _ _ ~ ~ ~ _ 3 _ , u . _ _ _ _ ~ ~ - - . _ _ _ v _ _ - - v_ 2008 l._..__...._. , ---1 2080 ' 1992 _ _ _
ozao cn~?? _.t a....__. .1 i 2056 207 __.-~___-_.__'j---__ _ _ 2056 ' _ . _ _ _ _ - - - 8 - _ w ~ - - . ~ . _ _ - _ . , _ _ ~ _ _ a ~ / . 200 _ _ ,
N _ - r°-°- ` 4 : ~ ..a_.._ . ~ _ _ _ _ , 2054 2076 _ _ _ . _ 6 . ,-M - W~ _ ~ ; _ ~ _ - ~ _ ~ _ 2078 ; . _ _ a 1990 t I , :
_ a_ ~ 2054 _ _ ; _ _ _ _ , . _ _ ! _ _ _ . _ } r.. ~ ~ _ - _ - r _ _ _ _ ~ f i 2004
_ . _ _ _ / . __.__..__w__.. _ 052 207 I _ _ - - - , . . _r_.__ _ . _ , . . _ _ _ . I s 8,_ _ _ - . r 2076 ~ _ - u., r. _ _ - 198 _ . i
_ _ _ I t ~ , ..b 2052 ~ _ O ~ ~ _ _ _ _ ~ . ___n__ - _ ~ Z ; , r r ~ I ~ _ _ . _ r. _ . ~ _ _ ~ _ _ - r , 2002 ~ ~ ~ i
- 050 _ ~ ' l ~ . _ 207 50 _ _ _ . . . _ _ 20 ~ _ _ _ / ~ I _ 2074 7.._... w _ - ~ 1986 r ~ ~ _ - : I ~ u. . 1 ._q.. . _ : i
--F _ . _ ~ 2048 i. r 2000 - - f ; . ~ _ _ . _ _ I _ 2072 L. _ . _ _ _ _ _ _ , 1984 ~ _ ,
I._ _ _ - - - ~ . . _ ~ 2070 2048 . c ; _ _ ...6~, t_ F ~ _...w, -
, DIA ul. i ~ C . • _ I_ ~ i- - x _ _ _ , 2 Y. - ~ . _ - _ , t: _ 2068 ~ . _ _ _ _ , 1 _ . _ _ _ ; _ _ , . ; ; , 1998 _ _ t.. _ , 2070 ° ~ _ _ 1982 i _ -
2046 . _ . . ~ - _ , ~ , . _ _ . _ - - _ T -SLE)PE Oil- ~ ~ ~ ~ j _ _ . _ - - - - ~ _ 199 ~ 6 .
_ _ - . _ _ _ _ 206 _ , ~ ~ 2068 - _ _ ;
2044 _ _ _ ~ LEN_ 56~ ~ ~ - _ i ~ _ - _ _ _ . -a I N 129 _ ~ _ L~. I _ , . a._ 2042 _ _ 2066:-.. I` .
s D 80'1` SLOPE ; ~ 2064 F _ - _ - _ _ _ _.P^-.__. ~ _ ~ _ , 2042,.._. jA. 66ir~~.__ ~ _ . _ _ , r~ ~ ~ ~
D _ 4 I ~ 040 1 ~ 7 _ ..1...._. ' i 2 ,PIPE WITHIN:NCDOT ROW ~ 206 ~ { . , - - ~ 2064 '
. - 2040. . . _ _ _ - . A.. _ SHALL ~ _ - + 2038 _ _ _ - _ w....... ~ ~ _ -----..-1 , ~ ; i ..a _.f_~ _ ..y_ ,
~ - e._._~ . ~ ~ ~ ..__s ~ _ _ ___I. _ _ . t ~ ~ ~ _ . r _ . ~ t ?UGAGE fit38`) UfETAt~~ 20601 ? 2062 ~ f. ,
2038 _..L~ 32' _ - _ . _ _ _ _flR ;AtUMINIZE4..__. _ , _ _ . _ -TYPE. g ~ _ _ ~ ~ _ - SLE3PE flr80% _ . _ _ '....CDATWG t . _.j 2036 . , _ _ _ --_1 ..,L_.__ . . _ t..----. ,,w. _ 0+00 0+00 1+00 _ , _L_- n _ w___.. _ - m_._. _ ~ i
~ L 8~ _ r r ( _ 5 _ - _ _ . _ _..r.. 20 2036 ._£~FA:-&f~r:~-P+P~~_ ` I _ ; _ _ _ f 2060 ~ , - ~ . ~ ~ TR 94 TO S
_ _ _ ~ ` a_...._ 2034 I----_. ~ 3 S 2058 .
- _ . .m . _.n• - _ _ ! .ww . - - ~ 2056 ~ 2034c-- _--~._t_ 7____..~___.. . _ _ - _ - I _ i ~ _ . _ SCALE: 1" ~ 60' HORIZ. SCALE: 1" = 60' HORIZ. ~ ._1____ _ + .
. _ .r_.. _ L_. _ _ ~ , _ EXISTING r 7 2032 _ _ _ _ _ . 205 ~ i . _ _ _ _ . _ I , ~ i ~ 2056 .
2032 ~ ~ , _ _ . - r 1 _ _ _ _ _ _ I 1 ._1_. ~ E _ ~ - - _ i _ ~ _ _ _ . _ _ _ . L . _ . _ 1 2030 ,c_. _ _ ~ ~ ,
_ ;w . _ _ . ~ _ _ . _ _ w a _ r l _ _ - - - I , ~ 2054 , ~ ~ r _.....}_I w
2030 - . _ ' ~ ~ / _ _ , _ 2028 e. - - I _ ~ - - I _ i 2052 _1..-._ ~
~ _ - - - ~ _ . 205 8 _ w_ _ . 202 , w.._ . . _ - ; ~ ~ _ EXISTWG. r- I
r _ - 026 _ . . _r _ 2 . : ~ ~ fi 2050 ~ _ GROUND_ _~_i ~
1 ~ a ~ f . _ , , r 2026,..,_.._._ _ . ._.e - I _ . p .v.E-r_ i ~ , ~
t a _ . j . ' 2024 _ __an_... _ _ i F _ 204 3_ - t , __N.... ~ _ , _ _._..r.__ ~ 2048 _ o
2024 _ _ _ . _ _ . _ _ _ . ~ ~ ~ - - a a. t_,__. ~ ° j ~ a ~ _ ~ ~ u°~ : z
' ~ _ 2022 _ t_._...... I 1 I 2022 ~ - . U O N O
g i 4 ~ L V H N N~iO W Ila mIInN
H Za0 3ZNN •
~ ~o REPEAT ~~a II " aN STRUCTURE aZ~
rn OF _p
+00 3+00 4+00 , N 2 0+00
0+00 1+00 2074 r - - n I i ~ N f . r.: o.~-: ~ zz -Oo
a+oo s+oo s+oo 7+00 ~ lA TO 3+0o STR 8 R 88 0 S 4 _ ~ : THRU STR X90 ~ r , ~ _u ~ i lA TO STR 88 T TR 91 zo 2 - - -
o+o0 1+00 2+00 scAli ST I 21 0 , " ~ ~ - - SCALE: 1" = 60' HORIZ. _ ..._._P _ ^ o SCALE: 1 - 60 HORIZ.
1" = 6' VERT. 2010 _ X 3 - N - r o ~ 2138 ,
~ THR STR X83 TR 80 U S ~ . p
SCALE: 1" = 60' HORIZ. 1" = 6' VERT. 2068-__~ cwr'ee-_... 2136!.._.. oo,~..-. _ T~
2066 ~ ~ ~ ~ ~ ~ 2134 . _ - di ~ Z
_ - ~ _ . w 2064' ~.N-N ~ 2132 ; . M~~.~a_ w
p ZZ g _ _ . , _ ; _ _ ~ _ _ , - .
2062 _ ~ o ~ _ _ z z ~ ~ 2130 ~ ~ _ ~._a _ J I~ ~i
2060. _ _ ~ ,PROPOSED _
~ O 2128,.._.___ - _.._-.........G~A6~ , ' ~ _ `
_GRADE.-. '0 2058 - _ _ _ _ • ~ _ 2126 ~ - C
W n ______j ~ g ~ 10 1 u
H ~ 2056 __.____w ! ..g 2124 _ _ O •O ~N ~ ' .
O..Q^ U V~OD~A N~ ~ , Z ~ ~ a0 Q II f' . L
~ Z 2054 - - 2122 1,~.-.__ _ f---tE# ! 0' ~ N~ O =O ~ i
O N~N~pp~ ~ NpaO "~UZpz ~ 2062 2120 . GM.., t DIlt:°1Sm. CMP CZ
M N^O W ~ pp~N ~
J Oi NNE O O II COED N Z~ p O © 2050; ~ 2118 _~-w _ L w
ZZNO O , O Zo 2028 2028 21 - ~ w
Q ON 0 2020 ~ ~o 1/1 N II O J O O ~QIIj NN I-- ZN__. 3II~ ~i 2026'_____. 4 L 2116 r 2026 ° _ 2128 - ti._.-__.._ _ _ _ _ _ uw
(7 . ~n~?o z;z zN 2018,_._._.._Q o t ova o ~ ~ z ~ ._..__z~Q ago - _ J 2o4s 7J
• ~ ~ ~ o N N 2024 - _ _ , 2126 1 2024 - ~ 4 PROPOSED.._..._ ..__-.f. _.a._....._.._._. ~ E J
~ ~ 0 2016 _ ; _ N _ - ~ o ozz ~.._..`0 _ J _.(tRADE..- _ 2044 2112 - . ~
~ N o ~ 2014 2022 2124 _ ~ _ . _ ; 2022 .....1.._._.- 4._
2040 _ . _ , - - - _ _ . N _ ~ ~ _ .N z _ _ a _ u. _ Z _ ~ ~ ~ _ . . n _ _ . ~ 2020 W N . - 2042'._._._.._. 2110: ; a ~ / Ex
2- _ - . 201 - - 1 2012 - _ _ 2038... _ _ _ _ EXISTING i ~ _ __L._ 2020 - . .F w _ . w ill ~ _ , i ; _ ~ ~.Q__.:, Q i ~ ~ , o O
_z_ GR'OCJ ~1 _ ~ 2010 2018 , ~ z 2120. ~ ~ 2040 2108 . 2018 m~ , _ 1_ o u ~ . ~ -
2036 ~ . _ ~ _ - ; ~ ~ 2010 .PROPOSED ~ _ , _ , _ . _ .r._ ~ _ r LEN. 6 ~ ; ' ROPOSED , . _ _ c ' 203 8 - _ ----__.1._.. . _ . 21 , ~Z
' PR OSED - I _ GRADE _.~RADE 2016...__..-.~.. a.? . _ . } i , 2008 2118 ~ _ . _ . t3E} . 2016 ~ _ ` GROU.G~Q_ I ~ I _ III nY
2008':;. LEN. 10 2034 - _ . _ ~ _ _ GRADE - ` _ m_. _ SCOPt-0~ S . , l.oox 2036,.-.....__. _ 2104_.__-t.___-_.-.___ L ' 2116 J E~?STi , ,
_ _ ..a 2014. _ . ~ ..._.__I 2006 ~_.48in._ . _ L._ _ . _ . - 2032 ~ - 2014 _
' LEN 1 ~4 _ . _ - .v_ . r in. 2004 ~ _ i 3 ' ~ SLOP-tr- 2034 r- ~ I . _ _ 2102 ' . 2012 ' - ; - .r 2114 , ~ - ; ~ l '
. . ~ x , . _ . - IP 2004 _ ~ t.. 2030 _ . r ~ 4:130-....-____ _ _ 1 _ _ , _ _ n ; ;PROPOSED 2032 -
_ { _ 2010 ; - ..,..1 200 2,00 _ , VI ~ N 2010 ; _ GRADE BY
2028 _ ~ _ ; ~ pld• 36in. 2002 - _ . PVPE-..------ _ I _ _ a 3- °_i _ , , A ,~15. ~ i _ . _ .'i _ 2110 _ 2030 . - ___.__I__ 2098 ......i._ ,
DI . , SIjOPE 1• = 20 , ~ _ ~ _ 200 0 _M__- I 0 . - 12/5/03 TLS 2008 - ---a . ~ _ , TLS
2026. -~9 } _ ~ 200 _ _,_._.~._.m _ _ t l,_._,..~ _ EXISTING'' EXISTING , _ ` 2028 ~ _ _..m ~ J - ~ . 2108 - - - \ _ _ _ l _ 2096 - _ _ --L _ , . ; 2006 _
_ _ _ _ _ . _ . _ _ . I____ _ _ _ _ 199 _ ~ 2 2024 ; w _ _ _ I 1998 ~ - _ ; - . _ 36-° Sa j 8-. , . ~ Z Z L. . _ 1. _ . _ I l _ _ 2026 . ~ I t _ . .
/ _ _ - _ _ _ _ _ _ 1--.__------- _ -1NV=iQ99J41 _ _ =fi999:29) _ _ --1 _ . 1996 . 'XISITNG ° ` , . 2004 ` 2106 ~ _n..___ , ~ 2094 r...__...- _ _ ___y l _w; _ F _ I I ~ - _ _ ~ , _ ,
1996 I _ 2022 _s , , . i I ~ _ ~ ~ . I _ 1 w- ' ~ j 9 - - - ~ ~f 2024E ~ 2092 ' . ' _ 2104 _ a_. _ _ . _
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2020 ~ - _ _ ~ _ . _ - _ _ ~ i ..-1 _ t._ _ 2022 ~ _ _
_ _ 2000 ~ 1992}- _ . _ _ - 2018 ; _ _ W_ 199 _ - _ 2i i _ I ~ l ! . 2000. v~ _ 2102 - - _ L_~_.., -f-- ~ ~ ~ E , _ . _ f _ _ ; ~ ~ a
. y_ , . t . ~ 199 ' 8 ' . u 2100 E - - - - 1998..-._ _
1990 ~ T. _ _ , . _ 2016 _ - _ ~ ~ _ _ _ _ DIA..161n. C, P__. __E.., ISTING .j I _ _ ~ ~ ~ OUND _ ;
w-~ _ _._r_._ - . _ _ . _ _ 1996 1988 ~ _ ~ _ _ i _ 1988 ; _~..1--_.. ___.i 2098 1 i__.. ..1 _ _ 1996 _ , I , i I i - _ r I__ - _ . _ _ ,
2014 _ { _ . ; . _ , _ ~ 1994 I , 2096 1._.___. _ _
_ 1986 ~ 1986 , 1994 - - _ , . . ~ 1 0+00 1+00 I I _ , _..f..___ _ . ;
2012. _ _ . __...v _ _.,~__..f... _ _ ~ 4 . - - _ 1992 , ~ ~ _ _ 2094 - - + ; _ _ j__ - _ , 1992.:,-- .._4._..._
1984. _ 1984 _ , , a I _ _ _ _ _ o+o0 1+00 ~ ND TR 106 THRU S ~ TR X107 _ _ _ TR 103 A S _ t S r.___~.~_ r ~ ~
. r-- _ 1990;._ ,t 198 2092 ~ _ _ _ _ . a _4. _ , SCALE: 1" = 60' HORIZ. _ . 1990 - - TR #86 AND STR #119 _ S } SCALE 1 - 6 VERT
1982. . _ , _ - ~ . 60' HORIZ. SCALE: 1
0+00 1+00 2+00 3+00 4+00 DRAWN BY V
JCW
~ THRU STR X87 STR 84 2+OO CHECKED BY
SCALE: 1" = 60' HORIZ. 0+00 O+C o+o0 1+00 0+00 1+0o TLS
~ TR X105 D"~' TR 102 THRU S ~ S
~ STR N ~ TO STR 99 ~ STR 98 ~ TO STR 97 STR 96 N1 TO STR 101 STR 0 8/20/2003 )03
P f SCALE: 1" = 60' HORIZ. SCALE: 1" = 60' HORIZ. SCALE: 1" = 60' HORIZ. SCALE: 1" = 60' HORIZ. SCALE: 1" = 6' VERT. ~A~'
a C N AS SHOWN AWN
M O JOB No.
M O 02-124 4
O N SHEET NUMBER ER
M O VERTICAL SCALE HORIZONTAL SCALE
IF YOU DIG IN NORTH CAROLINA NOTE 6 0 3 6 60 0 30 ~ ~
D CALL US FIRST! I LE FOR COMPARING THE STORM AND CONTRACTOR IS RESPONS B 5
~ 1 -R00-632-4949 SEWER CHARTS WITH THE PROFILES FOR THE STORM & SEWER N 1 V
LINES AND INFORMING THE ENGINEER OF ANY CONFLICTS OR N ~ (IN FEET) (IN FEET ) .TS
s NORTH CAROLINA DISCREPANCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. 1 inch = 6 it~ 1 inch = 60 [t~ OF SHEETS
" ONE CALL CENTER, INC. N O 02-124-ST.DWG WG
N O
f

FRAME & GRATE FRAME & GRATE FRAME & GRATE FRAME & GRATE
• " TOP = 2011.50 TOP = 2011.50 7 -0 5'-0" 6'-0" TOP = 2071.50 6•_0" TOP = 2071.50
GRATED PEDESTAL TOP GRATED PEDESTAL TOP PEDESTAL TOP
OPEN ALL FOUR SIDES OPEN ALL FOUR SIDES M PEDESTAL TOP ~
WEIR CREST 12" MIN. WEIR CREST 12" MIN. WEIR CREST " WEIR CREST " ~ o 12 MIN. OPEN ALL FOUR SIDES 12 MIN. ~ W w M
ELEV. 2009.00 ELEV. 2009.00 I TOP OF POND ELEV. 2069.00 ELEV. 2069.00 0 u - - - ~
ELEV. 21 . 100 YEAR WSEL I I 100 YEAR WSEL • ° 1 100 YEAR WSEL •1~1 ~ ~ O
2008.99 » I 6,-0" I 2008.99 AR WSEL I I ~1 N~ o 0 100 YE 2068.81 v ~ u c 2068.81 ~ I TOP OF POND ~ C7 a O
6 6" 'I IIrII ~M -1~ a
2008.00 ~ I HALF ROUND 36" CMP W 1.5" DIA. ELEV. 2070.00 ~ ~ " ~ - •d ~ I HOLES ®8 O.C. HORIZ. & VERT. ~ q o ~
E ~ I I HALF ROUND 72" CMP W 1.5" DIA. • ,t' ~ „ CAN BE REMOVED WHEN E - I - (/1 ~ ~ o p On
/ RIP RAP TO TOP OF 5 HOLES 0 O.C. HORIZ. & VERT. o OE - - ~ I I S O EMBANKMENT 5~ , 6 ~ 5 -0 I ( OP w 6 CONSTRUCTION IS COMPLETED) S~ a o v
(CAN BE REMOVED WHEN O •~J p 2~• y. - s~o~ z ~
CONSTRUCTION IS COMPLETED) O I I 2"-3" STONE FLTER CAN BE REMOVED O O , o 2~ 0~ ow . O s.oo - ~ z fJr z
" ( o o - - 6'-0 WEIR I I WHEN CONSTRUCTION IS COMPLETED - o M ~
INV: 2006.25 I I O - - ~ RIP RAP - p" eu q ~ I ~ 8" ORIFICE - a
I I o ~ " " •~t' _ 84 x 84 O ~ ya> I I INV.=2061.60 0 " . I I=1 I J I ~ I~ 11=1 I a. a s cAP III I I~ I I=1 I I=1 I I~ I ~ c as 0o p
I ~ - ~ I ~ » o - - ANTI-SEEP ~ 6 -0 WEIR O • COLLAR 8" ORIFICE I I O W 2.5 ~ HOLE 72 x 72 ~i u ~ 3 ~a
I / \ I INV: 2006.25 0 - _ 0 INSIDE I - = ANTI-SEEP ~ ~ INV.-2061.60 I O INV.=2060.00 W ~ ~
O REFER TO / \ I o 4~_ » HEET DE-7) ~ 2"-3" STONE FILTER (CAN BE REMOVED ~ COLLAR ~ w „ I ~ I ~ (REFER TO 0 0o as o ~ ~ WHEN CONSTRUCTION IS COMPLETED) ~ ~ SHEET DE-7 j""I ~ a s
0 0 / 6" CAP ( I ~ I O » " I I a " ) 6 CAP I ~ O / 36 DIA. OUTI:L ~ ~ o ii
~ ( ~ 48 DIA. OUTFL W/3 ~ HOLE I ~ O / 0.50 OW PIPE W 2.5 ~ HOLE I I ~ O INy OW PIPE o q ii Q
ON INSIDE / 48" DIA. RCP OUTFLOW X INV• = 2005.0 \ o INV.=2005.00 ~ I PIPE INV. = 2005.00 0 INSIDE / 36 DIA. RCP OUTFLOW / 2058.00 U ~ « o INV. 2060.00 ~ / PIPE INV. 2058.00 ~..I q a O
oa a i
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ELEV. = 2003.50 / 7'-O" 1.74 s ~ ~ ELEV. 2057.00 BOTT01~ OF POND=2057. ~ 8'-0" 1.74
9'-0" / 8'-0"
CORE TO BE CLAY
~ CORE TO BE CLAY POND BOTTOM=2002.0 OR OTHER IMPERVIOUS
BASE REINFORCEMENT MATERIAL, AS APPROVED ~ SIDE VIEW #4 ®12 EA. WAY BASE REINFORCEMENT OR OTHER IMPERVIOUS " [VIEW MATERIAL, AS APPROVED ~!4 ~ 12 EA. WAY BY GEOTECH. ENGINEER
BY GEOTECH. ENGINEER FRONT VIEW
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FRAME & GRATE FRAME & GRATE 6'-0" TOP = 2011.50 6~_0• TOP = 2011.50 •
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PEDESTAL TOP PEDESTAL TOP tttr e: an p~aK aoT.
OPEN ALL FOUR SIDES OPEN ALL FOUR SIDES " ~
WEIR CREST WEIR CREST 12" MIN. ttYroR~l~,x s~A,lc YAr IIN6tR YOpERItiTE TEM3tON. ~ .
V 010 00 12" MIN. ELEV. 2010.00 ELE . 2 _ _ _ _ _ 100 YEAR WSEL ..r sTCr:: s+lu6 YAf MIS''' ~ ~ , t', 2'
- O 2010.00 100 YEAR WSEL MLOT ~ ...111 14 . , . . ~ yi
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6" 5 0 6 H SOS"O.C. HORIZ. & VERT. OLE
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O INV.=2009.00 SOP INV: 2009.00 O O ~ 5 J<~- . ACIlO>ix.CMlCf~R ~4,Ot • , , 9
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WHEN CONSTRUCTION IS COMPLETED O 2~. 5.00 A,
O 5'-O" I A~n~xc wAt INtb sWt - et~E I'i 3' tRl9SURE • tMEATER 40AAM t0 RRACt
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0 INSIDE I I 12" a'~o ~ Y ~
INV.=2008.00 OP OF SLAB o ,ie U '4 ~ 4. • + iy
- - - _ - _ _ _ ELEV. = 2005.00 ao r \ ~ a7 Q ~ a .a:,.
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I I HOLES ~ 8"O.C. HORIZ. do VERT. ~ ~ „ _ (CAN BE REMOVED WHEN PE ~ ~ ~ . 4 02/03/04 TLs TLS
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DRAWN BY
LGL
CHECKED BY
TLS
DATE
7/31/2003 )3
SCALE
1'• 60'
JOB No.
02-124
SHEET NUrIBER
GRAPHIC SCALE
60 0 JO 60 120 2~0
( IN FEET )
1 inch = 80 ft.
OF SHEETS s
02-124V3.DWG
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