HomeMy WebLinkAboutPacket TAC 06-19-08
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St. Christopher's Episc.opal Church
Phase II,I . y':~ ~ -'.
Carmel, IndIana _<(; \RECEIVED
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Teehnieal Advisory Committee Packet
~M if: OBOCoWI5 TAL
June 19, 2008
Prepared by:
\v7@ YSENG1t<lEERING, INC.
~ l.11 il] 4275 N~rth High!$chc:ol Road Indiana pol,is:,lndlana46254
IIIU! . ' vsel@vsengmeenng;com www.vsef191I)eeflng.com
~~ ,," Phone:(317),293~3542 F~)c (317)293-4737
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ADLS APPLICATION &
LETTER OF GRANT
(FROM ORGINAL APPROVAL)
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CITY OF
CARMEL
DEPARTMENT OF COMMUNITY SERVICES
Division of Planning & Zoning
LET T E R of G RAN T
November 19, 2003
Tim Fleck
WOOLLEN MOLZAN AND PARTNERS INC
47 South Pennsylvania Street
Suile 1000
Indianapolis, IN 46204
Re: St. Christopher's Episcopal Church. Docket No. 147-03ADLS
Dear Mr. Fleck:
At rhemeeting held November 18, 2003 the Carmel Clay Plan Comrnission took the following action regarding the
Architectural Design, Lighting and SigJlage (ADLS) approval for the property located at 1402 West Main Street.
APPROVED: Dockct No. 147-03ADLS request to approve ADLS. The Plan Comrnission voted eleven (11) in favor
zero (0) opposed thereby granting the petition.
In order to assist thc Department's ,'cview, please attach a copy of this letter when making application for permits
regarding the improvements contained within this approval.
Do not hesitate to contact me ifI can be of further assistance.
Sincerely,
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.Vi> ~_ vub.~SI~ ....IC~
Planning Administrator
Department of Community Services
317-571-2417
cc: Jeff Kendall, Building Commissioner DOCS
Da\\'l1 Paltyn
Ramona Hancock
Gayle Stahl
200311.147-03ADLS.pb
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DOCKET NO.
Date
APPLICATION for ARCHITECTURAL DESIGN, lJGHTING. and SIGNAG'E
FEE: $728.00
(Plus $36.50 per acre when NOT accompanied by a Development Plan)
Name of Proj ect: St. Christopherls Episcopal Church
Address: 1402 W. Main Street
Type of Project: New Church
Applicant: St. Christopher1c:; Fpiscnpi=l) r:hIJrr:h
Phone No. 317-846-8716
Contact Person: Timothy Fleck
Phone No. 317 -6 32 -7484
Fax No. 317-687-2064
Address: VJoollen. t1olzan.and Partners. Inc. 47 S. Penno;;;ylvrlnii=l St ,10th Fl.
Indianapol is, IN 46204
Legal Description: To be typewritten on a separate sheet
Area (in acres) 10. 11 ae reS
Zoning aMI SU
Owner of Real Estate:
St. Christopherls Episco~hurch
Cannel:
Clay Township:
Armexation: Y or N
\
yes
Other Approvals Needed:
PARKING
No. of Spaces Provided:
111 No. Spaces Required: 100
(1 per 4 seats in main assembly)
DESIGN INFORMATION
Type of Building: Comp I ex Center No. of Buildings: 1 l3 phases)
Squar,e Footage: 50 1700
Height: 40 I
No. of Stories.l.:.L
Exterior Matelials:Li mes,tone/Stucco Colors: Natu ra I Buff- B rown/r: ream
Maximum No. of Tenants:
Type of Uses: Instituti.onal (phee of worship)
Water by:
City Water
Sewer by: TBD (see 5 i te p I an)
z:\shared\forms\PC application\adls
revised 12/31/02
1
1 institutional (ground) SigrU
Type of Signs: 1 changeable copy sign
LIGHTING
Type of Fixture: King Lum i na re Height of Fixture: 151/19 I
No. of Fixtures:
36
Additional Lighting:
* Plans to be submitted showing foot candle spread at property lines, per Ordinance.
SIGNAGE
No. of Signs:
2
Location(s): Institutionaill: SE corner of property. Changeable: SW corner of property.
(see signage plan)
Dimensions of each sign: Institutional: 91-41:IW X Y-4IHh/Chanqeable: 41-01'1 x 41-0111
Square Footage of each sign: Institutional: 30sf./Changeable: 16sf.
Total Height of each sign: Ins t i tut i ana 1: 51 -'::'O"/Changeab 1 e: 41_011
tsee sjgnag~ plan for elevations)
LANDSCAPING
* Plans to be submitted showing plant types, sizes, and locations
* * * ** * * * * * *** * * * * ** * * * * * * ** * * * * ** * * * * ** * * * ** * **
I, the undersigned, to the best of my knowledge and belief, submit the above information as true and
correct.
Architect
Title
Si
Timothy Fleck September 5, 2003
(Print) Date
**** ** *** ** ** * *** *** ** ******* *** *** ***
State of Indiana,
ss:
County of /J1~
Before me the undersigned, a Notary Public for ~ county,
State of Indiana, personally appeared ~ ~./ and acknowledged the
execution of the foregoing instrument this 5~ day of.~ ' 20 tP3
MYCO~~~7
Notary Public
Z:\SHARED\FORMS\PC Application\ADLS
z:\shared\forms\PC application\adls
revised 12/31/02
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PROJECT LOCA TIONMAP
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PROJECT LOCATION MAP
PROJECT LOCATION
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LE.GAL DESCRIPTION
(FROM ORGINAL APPROVAL)
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LAND DESCRIPll0N
TRACT "A"
Part of the Northeast Quarter of Section 26, Township 18 North Range 3 East. Hamilton County,
Indiana and port of the real estate described in Instruments Numbered 2000-57571 and 2000-6246 in the
Office of the Recorder of Hamilton County, more particularly described os follows:
Commencing at the southwest corner of said Northeast Quarter, thence along the south line thereof
North 90 degrees 00 minutes 00 seconds East (bearings based on above referenced deeds) 372.82 feet to
the Point of Beginning; thence North 00 degrees 00 minutes 00 seconds East 471.00 feet; thence North
45 degrees 24 minutes 39 seconds East 240.12 feet; thence South 88 degrees 55 minutes 00 seconds
East 512.00 feet to the eost line of the real estate described as Parcel 4, Instrument Number 2000-57571
in said recorder's office; thence along said east line South 01 degrees 05 minutes 00 seconds West
630.00 feet to the south line of said quarter section; thence along said south line North 90 degrees 00
minutes 00 seconds West 671.00 feet to the Point of Beginning. containing 9.553 acres. more or less.
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SITE DEVELOPMENT
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EXTERIOR BUILDING
ELEV A TIONS
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M.E.P. ENGINEERS
R.E. Dimond
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Engineers
732 NDrt~l Ca~lt,"1 Aveliu.e
IMlilliapDlIs, IndMni'l /16204
Teh:lJJhonet (31716.!4'467~
Fill( (3171538--B7:25
STRUCTURAL ENGINE=R
Lawson Elser Inc.
Engineering Consultants
5S.DEastCarmBI Df~l/e
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carmel, Indiana QSD3.2
Telephone: [3;1n 574-9.a09
Fal(: 1317) 574-9431
CIVIL ENGINEER
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NOT FOR
CONSTRUCTION
Submitted for T AC Review
Filing date: June 20, 2008
CONSTRUCTION DOCUMENTS
REV. DATE DESCIUPTION
DATE; 06n 7/2008
DR.o,WNBY WMP
REVIEWED DY;
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WOOLLEN, MOLZAN
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M.E.P. EriGINEERS
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Engineers
732 North Capitol Avenue
IndlHnapal!s, Indi.3n<J 46204
TeleDMne: 1311J-63~'1'l5]2
Fax. 1311)638-81:25
STRUCTURAL ENGINEER
Lawson Elser Inc.
Engineering Consultants
550 E..st Carmel Drl\l€
Suite 150
C<1rme!, Indlan.a. 46032
TElelJl1one~ 1317) 574-9:409
Fax.-: f311JS74''3a31
CIVil ENGINEER
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SITE PLAN
DRAW LNG NO
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AVERAGE.2.0B
MAXIMUM = 4.2
MINIMUM = 0.9
AVG [MIN. RATIO = 2.31
MAXI MIN RATIO = 4.67
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WOOLLEN, MOLZAN
AND PARTNERS. INC_
ARCHITECTURE
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M.E.P_ fNGINEERS
E R. E. Dimond
and Associates, Ine. Consulting
Engineers
?Ii2 North capitol AVil'nUil
Indianapolis. ({1etlana /1620/1
12-IE!pholle: (311)634-4-612
Fax: t~17)63Il-Bn5
.sTRUCTURAL ENGINEER
Lawson Elser Inc.
Engineering Consultants
&50 East carmel Dri....e
Suite 150
cumet Indl~I1a 46032
TeIElpnone:G17l5'U.-9409
Fa!':.: 1317' 574.!3<'13l
CIVIL. ENGlNEER
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CONSTRUCTION DOCUMENTS
REV. DATE DES-CR1PTION
I
I DATE, 061l1l2008
DAAWN BY' WMP
REVIEWED E y,
DRA Wi.NG NAM E:
A
SITE LIGHTING
PLAN
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CONSTRUCTION
DRAWINGS
[l
GENERAL NOTES
1. THE CONTRACTOR SHALL ClEAN A~L DIRT AND DE8;RI::i FROM Uhf STRtET 14
ClAILY OR MORE TO STAI" 1,'.1 COMPLIANCE WIT}: CITY Of CA.RMEL
8RDI~ANCES-.
2, THE CONTRACTOR SHALL BE ~ESPONSIBI_E FeR OST,A,I:.JIMG OR VE~IFYlN3 THA.T ,A,!..L
PE.;;:MITS AND ,r.,FPRCl',fALS ARE:: OBTAINED FROM THE RESPECiWE CITY, COUNTY, SlATE
AND FEDERAL AGENCIES PR1DR ro ST~RTII\'G ANY CONS8ucnON.
3. CONTRACTOf': SHALL ASSUME RE'3?ON~18IUT'( FOR ALL DOSTING UTILITIES AND
PIPIt\IG WIT.-lIN filS s~n: llMITS 'w'I'HETHER ABOVE OR BELOw G=i!OU.\I-D HE S~ALL
I\'OT1F~ AND r:OO.:mINATE, IN 'tJe:ITING, HIS CONSTRUCTION ,4,CTIVliIES- WITH
RESPECTIVE UTlLlTY CDMPAN1ES OR DWNE'::RS AND SHAll OBTAII\' 1~~C~S5ARY PERMITS
0.::;: "'PPROv....LS
4. IT SI-:All BE CONTRACTOR'S REPDNSIBILlTY TO MAINTAIN IN smVlcE ALL
~)(ISTIf.(G UilLlTIES AND f"iIPI~'r; ENCDUI\'TER[D DURING CONSTRUCTICN.
s. LOCATIONS, IN\'ERT ELEV,ll,T10NS ,~ND DIMENSIONS OF EXISTING UTlum:s,
S:::WERS, AND STRUC:TLJflES. SHOWN ON DRA'w'i'INCS ARE APP~OXI~,ll,TE AI\'~ FOR
RCfERENCE ONLY. CDNTRACTORS SHALL ASSUME RESPCI-JSI31L1TY FOR ALL
UTILITIES ,ol."ND SEWERS AI",m SHALL .....ERIFY EXACT !...CCATlON5, ELEVATlONS
AN0 [m~ENSWNS IN FIELOPRIC'R TO ,li,NY cONSmUCi10N HE SHAll NOTIFY
fHE ENGINEER, IN W~ITING. OF ANY DISCREPANCIES FOUNO IN r.-i[ FIELD
AND mE ENGINER SHALl FURNISH r-ULL INSTRUCTlCNS IF ANY CHANGES
REOUI,ED.
6 CONTRACTOR S:-IALL PR'::VIDE PRCECTlON :JF ALL EXISrlNG UTILI,IES
!\ND PIPING, IF NECS.SSAr'tY, AND cOORDINA'iE UTLITY PROTEC;TION WITH
RESPECT1VE UTiliTY' COMPANIES OR OW,'JE~S.
THE WO~I< UNDER THIS CONTRACT REQUIRES cooRDINATION 8ET',,"'EEN mE
:':ONTRACTOR, OTHER CONTRACTORS AND UTiUTY CDMP.A,NIES fOR PRESE~T ANI)
4,DDITlONA!... WORK To BE AWARom EY T..iE OWNER F"OR THIS PROECT. ThE:
::ONTRI\CTOR SH,....LL fULLY COOPERAE WITH SUCH OTHER CONTRAC'iORS AND
UTiUT'r ,/l,Un-lo::mlE.S AND SHALL COO.~DINATE. HIS WORK IN SU{."H :.. MAN:-JER
TJ-i"'-i TJ-i:;: WQFi:.{ MuTUi',LLy INVOLVING OR AFFECTING THIS PROJECT \oVILL BE
PE,~FOR\AED Wlir.DUT EXCESSIVE D'EL.A,YS o,~ L'JTE-RFER:::NC:::ES.
8. Tr.:: CONTR'AcrOR SKALL vERIFY.ALL F"IELD CONOITIONS ?RI:JR TO TJ-;E
START OF WORK AND REPORT A!\IY V,ll,RIATIONS TO THE CONSTRUCTION
M,Io,NAGE:R, AU... TOPOGi=(APHy TAKEN FROMA..$-CESIGNED PLANS FROY
PREVIOUS PROJECr PHAS~S.
ALL MAiERIALS AND WQR!<MAN;:lr;IP 5HAL'_ COf.WLY WliH ALL A.PPLlCABI_E
CODES, SPECIFICATIONS, LOC.6,L ORDINANCES, INDUSTRY STA:--JDARlJS ,foNO
UTI\.. TY COMPANY.REGULAilONS..
1D ANY TREES. HEDGES, 8USH~S. SHRU3S. ETC. REMOVED WHICH ARE NOT
DIRECTEO BY THE OWNE.R OR ENGI:-JE~R FOR REMOVAL SHALL BE R:::P~...CED IN
KIND 8'( T;iE CON'i"R'<\'CTOR, AT HIS OWN EX.PENSE, TO T,'iE SATISFACTION of
mE OVlNER.
11 THf '-IINI~UM COVER FeR ALL WATER AND ~IRE PRDTEC110N ~A.INS SHALL
8~ .5 FEET lvl:EASUflrD F.=WM THE FII-JAL FINISHED GRADE TO TH'E CROWN OF
THE PIP::: r::: CLEAR THE CROSSING UTlLlTlE:$ 'iHE CONTRACTOR ,Y,^Y USE
Em-lEFt OF iHE FOLLOIMNG, METHOQS m ,ACHIEV:;: T,'1"E R::::QUIRED VERTICAL
AUGNMEIH ANO SHJI,Llc ASSURE THE PASSAG::: Of" 30rH THE P,~ESSURE TES'i
AND TrlE LE.A.KAGE TEST. SHOP O~AW1NGS or ,a.UGN~ENTS AI-JD REACTICN
BACKI.'liC S:-lA.LL BE SU8MlTiED TO THE ENG1NEE~ ,""O::l APPROVAL.
WHEN USING IHE 'VERTICAL BEND METHOO TO CROSS THE
l!TlurU;:5, THRUST BLOCK;; SI-:ALL E::: PRa\~DEi) AS S:-iDWN, OR
DIRECTED BY THi::EN':iINEER
B. WHEN USjt-JG 'iHE JOINT DEFLECTION METHDD TO CR8SS ThE
UIlUTIES. r.-lE O:;:FELCTION ANGEL PER JOINT SHALI_ B~ L1MIED
TO t',- DEC,~EfS FOR ?IPE DIAMEERS FROM L THROUGH 12 INCHES
12 THE HCRIZONTA~ SEFiARATION BETWEEN SEWt:RSA,ND POTABLE ~\IAr:::R MAINS
SHALL BE A.T lEASi 10 FEET AND vtRTICAL SEPA.RATION ~H.hLl BE SUCH THAT
THE TOP OF THE SE./i'ER IS AT LEAST 1 B INCi-lES 8ELDW Yr.:: BOTTO~~ OF Ti--:':: WATE.=i'
~"IN. THE CO~TRACTOR SHAlI_ NO~FY mE EN~INEE~. IN WRllING. IF THESE
CRIIERIA CAN NOT BE ~€i AND THE :::NGINEER SHALL FURNISH fULL INSTRUCTIONS
I"" A'f..'Y CI-:ANGES ARE RE::;:UIRED.
iH:: MATERlALS AND WORK~..tANSHIP ,~o.~ ALL PRECAST ilAA.'JHOLES. INLETS AND
C,:..TCH 8ASI.\lS SHALL CONFORM TO ASTM C-<\.7B A.ND JOINTS BETi\'EEN SECilONS OF
PRECAST UNITS SHAI_L CONFO~M Ie- A,STM C~'-43. OTf--l.~R TY?ES DF JOINTS
MAY BE usm IF APPROVED BY THE ENGINEER ALL M~Nr.::LES SHA,I_!... BE CO~,TED
.a,:;;CCP:OING TO CITY OF CA,~MEl S'iJl,:-.lOARDS
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T.-IE II-L/l"TEmAlS AND wORkMANSHIP FOR PIPES SHALL MEET THE FOLLOWING
5T AN0ARD$:
SANIT;"RY SEWERS: fOR PIP'E Di....,METE'RS 15 INCI-O::S O~ I_ESS. IHE
PIPE 'SHALL SE POLYVINYL CHLORIDE (?VC) IN. ACCORSlANc:E WITH
A.S~ O-ja~4-. W'lTI1 FLEXIBLE GA.'SKETED JmNTS IN p,CCGRD.a,NCE
'Ml:-l MANUFACTURER'S RECOMMENDATIONS Al-JtJ ASTM D-32~2.
5TOR....., SEwrR~' FOR PIPE DIAM;::TERS LESS TI-:AN 12. INCHES, THE
PIPE ShALL Si: pvC .45 OESCRIBED ABDVE. FOR PIPE DIAMETERS
12 Ii'lCHES OR GREA TE~. THE PIPE SHp,LL BE REINfORCED CONCR'EE
?IPE (ReD) IN ACCORDANCE WITH ASTM C-76,_ CLASS III. WALL 3
JOINTS SHiI"LL BE SEALED USING RUBBER GI',SKETS II>J ACCORDANCE
Wltr. ASTM (-443. OTHER TYPES. OF JD~NTS -MAY BE USED If
APP~OVC:C 6Y TrlE E,~GINEER.
c. iJ.'.JOERO.~AINS SHALL BE IN ja,Cco.:mp,:-JCE WiTt-". ALL APPlICA8LE PRDVI5101\15
OF S~CTlaN 718 OF THE: INDOT 5TA,"mA~D $PEClf='ltA710NS
D. WATER A.ND rlRE PROTECTION MAINS SHALL 8E 'DUCTILE IRON ('0-.1.) IN
A:CQRDA.\lCE WlTIl ANSI 4,21.51 (I>,W'.J\'A S--rANDA~D Ci5l), WITH A MINlMUM
WO.~KING ?RESSUR~ OF 15D PSI PLUS 100 PSI SURGE AND SArETY F~CTOR
O,=- 2. MINIMUM THICKNESS CL.A.SS SHALL 8E 52 FOR ALL SIZES THE
FIPE JOINTS E;HAI_L 8E ?USH-:JN TYPE, MEETING REQUIREMENTS OF
ANSI/.4WWA L:ll1jA21.11
15 FaR E>CAeT LOCATlONS. Dlf~ENSIGNS AND ELEv.e.TiCNS OF BUILDING ''S~RV1C:E Ui'JfS
SUCH AS SANITARY SERVICE, ROOF (ST:JRM) DRAINS. WA TI:R AND FIRE PRortctlCN
SERVICE, ETC., SEE FI.mM3ING, DRA\f\'lt\'GS. LOCATiONS AND DIMU~510NS SHOWN ON
THE UTlUTY PLAN ARE FOR CONTRA.CTOR'S REFERENCE ONLY.
16 THE COI-JTRACTOR SHALL CA~ ALL SANITARY, 5TORi'>'. WATER A,ND FIRE PROTECTION
UNES 5 .=-EET Ff1:OM THE 8Ullr)ING FACE ,~..r~D M,A,RK "IfTH FI_AGGING ,1\5 SHOwN 01\'
n--:;: DETAIL sHEET.
17 n1E FllI_ OR 8ACKFILL ~A TERIAL TO BE USED FOR THIS WORK SH,4.lL 8E CLEAI'.'
GR'ANUL.4..R MATERIAL l"S" BCRRCW) AS S~OWN ON THE I)RAWi,'"JGS, A!\'0 1:-.1
ACCORDMlCE WIll-; S~CTlO!'ll 211 oF' iHE iNDOi STANDARD SPECIFICATlONS,
1B. ALL CURE RADI~ Sr,OWN ON SITE PLAN ARE AT THE FRONT ~A,CE OF CURB OR
EDG~ OF ?AVEMENT.
19. .h.I_L EXISTING FEATlJRES SUCH AS STREET SIGN~, R::GULATORY SIGI\'S. 'iRAfFIC
SIGNS ",NO SIGNALS, LIGHT PQLES, PLA~'TERS, nR~ HYC!RA.NTS, :::TL SHALL
RD"jAIN II\' PLACE ANY SUCH DA~,ol."GEO ITEM(S) SHALL BE t<:EP,A.IRED OR
REPL.Jo,CED BY THE CONTRJI,:::ToR AT HIS ovlN EXP:::NSE
2.0. T.-IE CONTRACTOR SH/I,LL MAINiAIN AT LEI>.sT ONE: L"&,NE OPEN TO TRAFFIC ~T All
fil(,~S 'MTH APPROPRIATE APPROVAL FOR SUCH LA:'JE R:::STRICTIONS 3EING OBiAINEO
8'1 THE "BOARD DF PUBUC WQ~\(S AND SI'FETY"
21- ALL UNP,Il,VED DISTURBED AREAS S.hAlL 8;;: SEEDED IN ,tl.,CCORDA,NC:: 'oi,'ITH SECTION
621 OF THE INDOT STANCARD SPECifiCATIONS.
22. NO EA.~TH DISTURBING ACllVfTY SHALL CDMMENCE 'N1"[....our A ~RO~E~ SiORM WATER
f..1I'l"NAGEiY,:::NT PERMiT 8EING ISSUED.
23. NO WQRK Ir~ H-IE RIGHT-OF-W.",'( 'S1-:AtL COMMENCE W"liHovT A PROPER RIGHT-Of-WAY
PERMIT BEING ISSUED.
2~. TI-lE;RE SHp.,~L BE ;-,10 WATER VALVES OR M,/l.NHOLES V~THI1\' ThE Plo,VEMENT, CUR8S,
SIDEWALKS OR ASPHA~'i PATHS OF THE Fillr-.HT-OF~WAY.
25 ANY {:U~81I\lG, _SIDEWALK, SlIBSUIi!F/lCE DRAIN, AND/O.~ ASPHALT DAMAGEC DURING
CONSTRUCTION THAi IS NOT OETAIL:::O IN THE:S( PLANS SH.A.~L BE ,~E':'l.....CED AT
THE CONTR,....CTOR'S EXPENSE.
26. THE CoNTRACTOR SHALL CCNTA.CT T~E CITY OF CAR~~EL CEPARTI,,1ENl OF
E~GIt\':::ERING iO SCHEDULE A FRE-tONSBUCTICN fwEETING TO R:EvlEW THE
DEP.A?HM:ENTS CONSHUCTlON REO~IREME,"JT5, STAff NCTIFICA. liON REQUIR::::MENiS,
REOUIRED INSPc(~O"S FOR CERTAIN STAGES OF WCRK AND TO REVIfIV THE
AUIHORIrY Or Thl;: -DEPARTMENT A.'S IT Rf.LATES TO WORK. W.W.I.\l il-IE E):ISTlNG ANO
PROPOSED CITY RIG:-!l-OF -WAY
UTILITIES
IJI\'OERGRDUr~C) IJTIUTl" LOCATIONS
HOTU'NE: ',-BOO-3B2-5544
WA~RISEWER
CliY 0;:- CARMEI_ UTILITIES
A TTN: JOHN DUFFY
.117-571-2443
760 J.=m AVE. SW
CARME!..., IN. 45032
ELECBIC
INDIANAPOLIS POWER &. UC:iT
A. TIN.: JANET 'SNCOG~ASS
3,7-261-8617
12JO W, MORRIS ST
I,\JDIAN,A,POL!S. IN 46221
GAS
VECTREN E"I\'ER::':;Y
.A.TIN.: MAf'TY FR~G;:~ICk
812.-491-4765
1 NOR C-I MAiN ST.
EVANSVILLE, ~N 4.7702
r::'IHONE
Ai&T INDIA.NA
ATTN_~ :;CoTT OSTERMEIR
.:)17-96-8--6017
240 N. MERIIJIA,\J ST, ROOM 225
!NDIANAPDLlS, IN 4-62CJ.4
CABLE
BRIGHT HOUSE NETWORK
A TT:-J.: JEFF F A"~ ER
317-6j2-90n
JG3C ROOSEvEI3 AV::.
INDIANAPClIS, IN 45216
HOLEY MOLEY SAYS
"DON'T
DIG
BLIND'
'IT'S THE LAW'
C,llL ~ I'KlR"'ING CAn e[f~! YOO :tC
1-800-382-5544
Cl01
C2.01
C3.01
C4.V1
C5.01
C5.D1
C7.01
C8.0'I
(9.01
C1Q,(Ji
C11.01
(",2.01
SITEWORK
DRAWINGS INDEX
GENERA'_ NOTES & I~DEX
RUl2 S. IND~x
PHASE'S 1 & 2 A5-0ESIGNE:D ~LANS
OVERALL PLAN I
DEMOLlllON PLA"
EROSION CONTRDl PLAN
lA,yOUT PLAN
~~~~~~~~t; JAYOUT PLAr, & PROFilE
MI~C:::LLANE:OU S 'DETAilS
MISCE:LLANEOU51 DETAILS
MISCELLANEOUS) DETAILS
I
ARCHIT~cT
1iIl!l.
WOOLLEN. MOLIAN
AND PARTNERS. INC.
ARCHITECTURE
~'lJ '''-''''''' -"_,,'" "ih 1~1 Irodb.~ IN ~OZ'~
Jli'.G:I~,Ha.. ~IU<ll""'&oII"",1 "^"",,.,,,,""""..-ro.<7'l.~(>'"
M,E.P. ENGINEERS
R.E. Dimond
.and Associates. 1m:. CunsLlItLng
Ellgineers
/32 Nr:>rth (;~J1ilol Avenue
lmli~lr.lfRJlh. ImlilOull %11>4
red~one; 1317)6J4--4.6il
FR. (]L7)63s.g'];2j
STRUCTURAL E:.NGINEER
Lawson Elser Inc.
Engineering Consultants
MO EIlSI Cmnel Dri~e
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C.u-md, lndiaDil 4.OlDl
l'-dl!'p{lcne: [31'11 5']4.9400
Fn~ (31i) 5i4"9431
CIVIL ENGINEER
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REV DATE DESC~ll"TION
D.t\TE ~1(),]f08
ORA WN RY: TF.8
R:E'dEW~LlI:W; BCP
DRAWING NAME
A
PHASE 3
INDEX & GENERAL
NOTES
DRAWJt\'G NO.
Cl.Ol
RASIC ELF'MFN'TS
& Pi_AN IN'DEX PRoviDED eELOW
D
ilZ A. PLAT SHOWING BUILDINC LOT NU\,l,3E~Sl:301.'NOAR1ES AND ROA.O LA.YOUr N...MES IS PROVi::lE,)
ON P!-.AN SHEET et01
II THIS PFWJECT CONSISTS OF THE ADDITION OF A WORSHIF FACILITY TO il1E .A.U:((AD-Y EXISTING
SCHOOI_ AND FELLOWSHIP 8UILD~NG TO TrlE ST. CHRISTOF':-IER'S EPi'SCOPAL C'-lURCH.
6.i 'V1CI~JIT'( MAP IS SHO'wI.'N DN TITLE SHE:ET OF THESE ?LANS
~ THE LEGAL OESCRIPTlDN CAN 8E FOUND IN THE REPORT WHIC~ IS BEING SUBMITTED WlTH THESE
.::ILANS. THE I~ATITUDE AND LONGIIlJDE FOR THIS SITE A.RE 35,97':=' rJORTH At\'CI 56,lSt." WEST
6!i LOCATION or A':..L LOTS ,A,,'JD P:i'OPO$ED SITE IMPRavE~ENTS CAN BE F8UND 0,"-1 SHEETS C3.01
TO el2...01 OF lHESE PLAr\S.
!!:2 HYDROLOGIC UNIT COOE: 05120~01D9D030
M NOT,A.TlON OF ANY STATE OR FE~E~AL '","'ATm QUALITY PERMITS NONE
~ THE RUNOF'F FRO~ if-:IS Slit 'MLl BE DISCH.....RCED INTO EXfSTING OE1ENTlON FONDS THAI HAVE
AI~RE,D,OY BEN p~RMlriEtJ THROUGH T:-l[ CITY O,=- CA~MEL. NO AOCHIONS TO ~..,E DETENTlON
PONDS ARE: PLANNED AS I}-EY 'iI'l'ERE DESIGNED .TAKING INfO ACCOUNT ALL FUTUR:: PHASES OF
THIS PROJ~CT, THE DETENTION PONDS D~SCHAfWE INTO />, CRAII\'AGE DITCH LOCATED ALONL; T:--if:
NORTH SIDE O.=-- 1.~lsi ~T. RUN-OFF IS COt..'vEYED m iHE OETENTION PONDS ViA ENCLOSED
STOR'J SEW(R,a,ND SWALES.
A10 THERE ARE ."JO ',I.;'ETLANDS, L,Il.KES, AND/OR WATER COURSES ON DR IMMEDIATELY AOJACf:NT TO
THE SITE
ill RECD\.'INC WATERS UTTLE COOL CREEl--:
ill POTENIlAl DISCH,A,RGES TO GROUI\':JWA TE,~: rJONE
ill.. 1DO ":"R FLOOPLAINS, rtOOOWAYS, MoJO FI_OODW.A,Y FRING::5' THIS LOT LIES ENTIRELY IN FLOOD
~,AZAR') ZO~E ~ AS SCAlEO FADM THE ,lOOD INSURA~:E AATE MAP (FIRM) c-m rlA"'UON
tOUIHY, INDIANA. AND INCORPDRAED AREAS" ?ANE:l 107 OF 290, Dtl"TED FE8RUARYI9, 20003
AND ,to, MAP NUMBE~ OF ~BlJ5-7'C02D7F" THE FLOCOWAY V.AP IS ALSO SHOWi"J SEF'ARATElY II\;
TilE R~FJRT BEING SUE...,ITTtD lMiH fHESE PLANS.
c
A-,4 ;:'R::::-CONsmUCilO~~ AND POST CONSTRUCTfON ESTlMATE DF F:;:AK IJ~S[HARGE
.~R[-CONSTRUCTlON DI5CHA~(;::S
Q,2YEAR = 5.3 CF5
0,10YEAR = 8.1 CF"S
POST-CDNSTRUCTION DISCHARCiES
O,IOYEAR "" 5..3 CFS
Q,10DYEAR =- 6.1 crs
.~ l1lE AD~ACENT LANDIJSES TO !HIS PROJECT SlIT I:-.iCLUDE, T'.~E E>CISTlNG ST CHRISlaPh~R'S
CHURCH TO THE WEST MJD NORTH ANC RESIDENTI.A,L PROPERTlES 10 THE SOUTH AND EAST
THE SIiE: 15 ALSO BORO)[RHl BY 13tST ST. TO THE SOUTH.
6lf.. LOCATION M-lO AF,;;'IRC/o:IM....,E BOUNDARIES OF ALL DISTURBED ,II"REAS' ALL D-ISTJR8:::0 AREAS
A.~E:AS ARE SHOW!\' OI'J ?LAN SHEETS C4-.01 TO C9.01.
ill ID~NnF1CIATION OF EXISTING v::GETATIV~ C-OVE,~: THIS IS SHOW:-J ON PLAN S:iE:::T CJ,C'\
~ A COPY OF THE GEOTECHI\'I::::AL R:;:PCRT WHICH IIKLUDES SOIL D~SC:RIPTIONS ),,'JD LIMITATIONS IS
INCLUDED Ir..i THE: DESIGN SU~MARY REPORT THAT IS 'BEING SUBMITTED WITh THESE PLANS,
ill !HE LGCATlONS. SIZE ANO DIIV,tJ'\SlONS OF THE PROPOSED STORMWATER S-:-STEMS ARE S;-.tOWN ON
S'iEE:lS C7_0. TO C12.Di OF THESE PLANS
A.ZQ.THt':RE ARE NO OFFS~TE CONSTRUCTION ACTlV1Ti::S PLA~n-lED fDR THIS PROJECT
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A21 lDC,. TiDNS oF" P.~OPOS~D SOIL STOCKP1L~S, 80P.RCW A.'JD/JR [)ISPOSALA,REAS WILL NOT BE
UTIUTZED- FOR THlS SITE. ALL EXCE'5S SOIL SHI-L':.. BE REMOV:::D FROv THE StTE II.lMEDIATEl Y.
022 EXISTlt\'3 SHE TQPOG.~APHl' IS SHOWN ON Sf-1:::n (,3.01 OF THESE PLANS
1<23 PRoposeD FINAL TOPOGRAPHY IS SHOWN 01\' SHEET CB.V. Or THESE PLANS
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STORMWA TER POLLUTION PREVENTION PLAN INDEX
rrJNC::;TRIICTION COMP::::NENTS
!:ll. EXPECTEO POLLUTANTS TO ST8RMW;',TER DUR~NG CONST.~UCllON CAr-.' 8::, BUT .\JOT UrJITED TO E.XCE5S
~~~IM~~TSr-,~RGANIC MATERIALS SUC:-I AS ILAVES r,ND TVfIGS, EXCESS CONCRET::, f"'U:::LS, '8RA.!([ DUST,
U STQRMW,!I"iER QUflUTY SEOU~NCING
BEFCRE ,.NY GRDUND IS BROKEN THE FDLLoWING liE-MS S'-1ALL 9E COMPLETED:
STABILIZE:) COI\'STRUCTiCJN ENTRANCE (Pi_AN Sr-:E:ET C5.-o1)
2. SIL T F~JI...CE (PLAN SHEET C6.0i)
3. RIPRAP CHECK DAMS (Pi_AN SHEET C&.D'I)
4, ESTABLISH CONSTRUGTIDN EOVIPMENi STAGING AREAS A.S FAR FROM 5't,'ALES AS POSSIBLE
6, E5IA8L1SH ONSIE LOCATIQN rOR O'",NERjOPERATORl/CON,TRAU::':R PLAC~ME~T OF APPRO'IIEO
PLp,.'JS AND RULE .5 NOI AND R'JLE :) INSPECT10r'>-' S10CUMENTS
DURING CONSTRUCTION BEGINS THE FOLLOWiNG ITEMS SHALL BE: FOLLOWED
1. QNCE EROSION ANO SECIMENT CONTROL MEASURES ARE IN ~LACE. BEGIN '_AND CLEAR"~G
FOLlOWED IMMEDIATELY BY ROUGH GRADI,\JG. DO NOT LEAV[ LARGE AREA:; UNF~OTECTED roR MORE
THAN 15 O.o\.,YS. R.ULE S REQUIRES rr.AT ALL OISTLlRBED, "',.~EA'S 'THAT ;::IOTDITlAlLY WILI~ 8E IDLE
FJl=1 15 DAYS OR MORE SHJI.':..L BE 5TA~ILIZED (-SEEDED, MULCHED, E.TC.] IMI..lEDlATEI.y THIS SHALL
BE DONE A,CCORD!il.NC~ WITH INDIANA, DEPARTMENT DF IRA,NSPORIA,TlQN SPECIFICATION SECTION 621.
2, UPOfJ FINISH or ROUGH GRADING, CONST~UCT STO~M STRUCTUAES. INLET PROTECTION
SI-iALL a::: PLACED AROUND- TrlESE ~TRucru.~ES IMM-EDIATEt.. 'r. l:JNCE THESE $TORU STRLlCTURES
ARE PLAcm COMPLE.TE: FI~J,6.L GRADING Of"' SWI-,LES, E:::R~S. ANO COMMON ,:o.~EAS AND IMMEDIATELY
PLAC~ ["(OSIQN cONTROL 9LA.NK-ESTS AND PERMANENT SEEDING, Thi::FINAL GRA'D~NG OF THE
3UILDI,"-IG PAD SHOULD ALSO EE COY,PU~iED O-u.~ING THIS PH:AS[ sa n-:AT THE BUILDING MI',y SECIN
TO RISE VE.~TICALLY
4. ONCe:: ALL sTORM S~WERS ARE PLACEO CONSTRUCT ALL CURBING, AND PLACE ASPHM T.
II STAE!IUlED CO,'IISTRUCTION E:HRANCES SI-i"AlL BE lOC,^TED ON T11E ~ST END OF n-;~ PROPERTY AS
SHOWN ON PLA.:-.l SHEET CE,01. CQNS"i"r.IJCTIOI\: O:::TAILS FOR i"HE STABILIZED CONST.~UCTION ENIR,.NCE
CAt\l BE FOUND ON P-LAI\' SHE:::T G11J,C'1-
~ SEDIMENT CONTROL MEASURES FOR SHEEi" FUJ'wI,l AREAS CAN BE FOUNO ON PLAN SHE:;:T C6,Qi.
E,2 SE.)IME.\lT CONTRO~ ME.I\SURES fOR CONCENTR;i.TED FL:J'iI'oi' ARE.:"S C,A"N BE FOUNO ON PLAN SHEET CS,C1.
!;2 STOR\A ~EW[R INLET P~OTECTION MEA5U.~E LOCATIONS A~D S?ECIf1CAiIONS CAN BE fDUND ON PLAN
ShEET C5.01 AND Cl0.01
ez Tf-J.:::R::: WILL 8E NO RUi'.IOFF' CDNiRCL MEASURES USED I,"! THIS PROJECT.
s.a. ST-DRMWAfER OUTLET PROTECTION AI\'C'l :JET~,ILS CAI\' B;: FC)UI~D ON ::'LAN SHEE'!S CtS.01 Ai'iD C10.0",
e..2. GRADE STABIU2ATlCN srR.ucTuRES WILL ,'JDT BE USED IN THIS ?ROJECr.
B.1Q.. LOCATIONS, D1MENSIONS, SPECIFICATIDNS, Ar\C) COI\'STRUCTION DETAILS OF EACH STORMWATER QUALITY
MEASURE CAN BE FOUND O~J PLAN SH'EET C-6.01 AND CIO,01.
6ll IEMPQRA.RI' sURFACE ST,e.BIU2ATIONS SHALL BE DONE IN ACCC'RDA,NCE WITH INDIANA DEP,,!I,,RTIwlENT or
TRANS~ORTATlO,"J SPECIFICATION SECflON 621. .A1I_ DISTRlI~ED AREAS THAi REQUIRE TEMPOR/I.RY COVER
DURING CONSTRUCTI:I-l ACTIViT1ES SHALL 3E STI-EJlLlZ;:D \'HH MULCHING A.LOI\'::: FROM DECEMBER I TO
MA~CI-; H A.'IrD FROM .JUN!!: 15 T~ AUCUST.31. S?RING MIX ShAll I;3E US;;:C FROY, r,olARCH lS THR8UGH
JUNE 15, AND SHALL BE A'pPLlED AT THE RATE OF 150 LB/ACR~. SPRING MIl( SI-:ALL c['JN51~T 0;:- OJl.~
FALL \,iIX S~AH B:: USED F'RO...., SEPTEMBER " T.-IROUGH NOVEMBER Joe, AN') SHI',LL BE APPLIED Ai" TrlE
RAE or 150 lB/ACRE, FAll MI~ Sr.ALL CONSIST CF >\\~TER WHEAT,
~ ALL. uNPA,vED AR~,I&,S SHAI_L BE SEEDED ACCORDING TO I,"-lDfANA DEPARTMENT OF TRA:--JSPDRTATiOI\'
S.;;>ECIF1CATIOI\' SECTION 521,
313 THE coNTRACTOR SHALL I\'OTIFY iHE JNDI^NA OEPARTME~T OF EI\'vIRDNMDH ~..lANAGD.1(NT S?JLl
RESPONSE TEAM, i\NDjOR THE CITY OF CARMEL FIRE DEPARTMENT IF ANY CONTAMINANT INCLlIDliliC ~UT
~~+o LI.~tE~lf~>EL, EKCESS CONCREi:E, HyDRAULIC FWIDS, OR ,I&,NY OTHER HYClROCARBON IS RSLEA.SED
IDEM S~ILl RESPONSE TEA'-I
1-317-233-7745 (LOCALJ
I-S0~-n3-7745 (TOLL FRoE)
CARMEL FlRE DEPART~,E:I\!I
1-317-57i-250D (NON-tIJER'CENC'f)
9--1.1 {EMERGENC.Y)
811 A,Ll PROPOSED PCLL'JTION :PR~l,iENT'ICN MEASURES SHAt..L BE I~JS?ECTED FOR C::FlCIENCES
AT LgST WE,KL y, AND ACAIN WITHIN 24 rlOURS OF SVERy RAIN EYoNT_ THE FOLLOW;NC
GUIDU.'lJES SHAI_L 8E ~OLLOWED FOR IV,A1NTf,\lli'lC THE POLLUTION PREVENTION M~ASURES'
11\l~ n PROF{;T10.'-J
REPLACE FILTER BAGS PER MANUFACTURER'S REQUIREMENTS SO ,)ESiCI\I FLOW CAN P,A.SS
2. WHEN D.~AINAGE I'REA HAS SEEN STABILIZED, ,~EMDV:: ALL CATCH BASIN INSERTS.
CONSIRUCllON MATERIAL, Ar.:C) SEDIr..lENT AND DISPOSE OF PROP::Rl. Y.
1_ II\'t..ET Pf!OIECTIOi',' SHALL 3E CLE/\NEIJ AFTER EVERY RA.lN E"VE:\IT O~ AT LEAS"i ONCE A.
WE[M;.
~
IF FENCE FAi:lRI::: TEARS., SU"RTS i"0 DECOMPOSE, OR IN ANY ',,"'AY BE.COME It~EFFi::CTlVE,
REPLACE Tl1E AF,=-ECTED PORTICN 1~f.,l[DIA.TELY
2. REMO\l'E DEPOS~TED SEDIMENT WHEN IT REACHES H!~..I,.f' THE :...JEIGl-IT OJ:' THE FENCE AT ITS
LOWEST .=>OlNi, OR IS CAHSI."JG THE FASRIC TO 3ULG:::.
TAKE C/,RE TO A.....OID UNDERMINING THE FENce DURINC C-LEFo.r...1 OUT.
4,o\FER THE CONTRI3UTING D.'i'AII\'AGE ARE,,," HAS SEEN STJ\BllIZED, REMOVE THE FENCE AND
SEDIMENT DEPOSITS. BRING !HE D~STUR8~D ARE.A TO GRADE AND STABILIZE:.
TFMPORARYSF"F'i)INC
1. INSPECT FSRI'.)OICALl'f ,,,"rTER PLANTING TO SEE TH....,T VECET,6.TI\r.:: STANDS AN:;:
A DE-QU...., TEL Y ESTA8':..lSIlED; RE-SEED IF NECES::ARr. .
2, CHECK FOR EROSION DAMAGE AFTER STORM 'EvE,"JTS AND R~PA,IR; RE-SEED ,".N{J :MULCH
IF NECESSARY
J. TOP-DRESS ~ALL SEEDED '''''IIEAT SE;;:OINGS \"IITH 50 l3SjA.CRE QF NITROGEi~ IN FE3'RlJAR'Y
0,;;': ",ARCH IF NIfROGEN DEFICIr::f\.'::;Y IS APPJI,RENT
RI?Rp,P rJ--1rr-k r.I\M~ k DIlTl FT PRr.FCTION
IF SIGNIFIC,6.NT ERQSIO~J OCCURS 3ETWEEN QA~JS, INS1ALL JI. KI.~RM:l WJE.R IN THAT
PORTION OF THE C~A,NNEl.
2. f'l.EMOVE S:::DIVEI\'T A~CUMUU.,TEO BEHIND EACH DA!o.', AS ,'\JEEDED TO ~,o\INTAIN CHANNEL
CA.:JACITY, TO ALLOW DRAINAGE THRCUGH i"HE DAM, ,A..ND TO PREVENT LARGE FLDWS FROM
DISPL;,ClNG S:::OivENi.
), A.DD RIPRAP TO TI-E DAMS AS NEEDED TO MIo,INT!\JN DESIGN HEI::>HT AND C::COSS S.ECTiON
w1--!Ei'J TI-E: DAMS ARE NO UJNC::R r~'[EDED-. REMOVE THE RocK AI\':) STABILIZE C~ANNEL
USING AN E~OsION RES.ISTANT L1NII\!G IF ,'o.JECESS~RY, .
ru.. THIS jS NOT APPLICABLE SINCE THERE IS ONLY ONE LOT. AND AI.L rRDSICN AND S:::DIMEI\'i
CONTROL SP(ClnCATIONS APPLY TO THIS LOT.
POST cONslRuCTION COMPONENTS
U POTENTIAL ~aSi"-CONS:TRUCTION POLL'JTANrS ARS. SUT NoT I_IV,ITED TO: OIL, GREASE.
BRAKE OUST, A:'JTlFREEZ~, GASDlINE, DIE5EL FUE!.., ANC CUMPSTER WATER,
L;2 NO PDST CO,'-,jSi"RUCTION 9iv',,~'S. ARE REQUIRED AS P"',.~T O~ THIS P,;;':OJECT. THE MASTER
PLAN FOR THIS PRJ...JECT WAS ,~PPRO\lED 'BEFOA'E Bt.1? REOUIRnAENTS WERE II\' EF:=ECT,
l-:0 '.\.'EVf:.=i!. THROUG:-t DISCUSSIONS WIT,., W~ CITY OF CARMEL TrlE CATCH BASIN INS~RTS
I,'IILL ~EMAIN ,A"FTER CGNSffilJCilON AS ,to" PERMANENT BMP It\' AN EFfCRT TO 'MPRQVE:
SWRMWATER QU,.:.L1TY
U ALL ROO=- DRA"INS ....ND GR.....SSY AREA;; 'AilLL 8E FLOWING THR:JVGi-! THE CATCH BA-SIN
INSERTS.
~ THE LOCATION, DIMENSIONS, AND CDNSTRUCTION ')ETAII_S OF EACH S1'DR~W"",TER QUALITY
ME.....5U~E CAN 8( FOU,'JD OI',l P~"".N SHEET C6,'J", AND CIO.1 AS WELL '-S T\-:i: orE:li.A.nONS-
A.NlJ MI',INENANCE \o'1A.NUAL BEING SUE3~lTITD WITH THESE PLi',:-JS.
C2. OWNER SH....Ll PERFORM A DAILY CLEANUP OF PARKING AREA TC' PREVENT TRASH FROv
ENTERING STQRIV,WAITR SYST:::'-I. STCRM STRUCTRES SH,,,"LL BE INSPECTED ON ,o\N ANNUAL
BASI;;, AI>JO C:'~E:ANED AT U~.AST t:.lNE THJE EVERY 5 YEARS.
ARC HlTECT
1111111
WOOLLEN. MOLZAN
AND PARTNERS, INC.
ARCHITECTURE
!IJ(Io[onl'.o.;h,O""""G ~",.o II'I l"d<,"opo"'if""~l~
oll."J:'.I,~l, Jl,,~r.l':h!~ 1'0>.] #""'''''V'~''ft..."..
M.EP. ENGINEERS
R.E. Dimond
and Ass.ociates, Inc. Consulting
Engineers
732 NoI1hCe.-pilii]/o."eIlUe
ludiallAp.>Li~. Incli~lUl 46104-
Tch:J-\h()I~ OOJ-ti:\4-4672
F~!';; {3l1l638-8125
S.TRUCTURAl ENGINEER
Lawson Elser Inc.
Engineering Consultants
650 E",,[ C.IIl'Wel Drive
Suile 1 ~O
Cllr'm~I.lndiHna460~2
Tt:1cphune; pn) ~r";.9o;m
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: LEGEND
--xxx+- eXISTING CONTOUR
I
~?I;I~~~T~LF:A~T~itlu~~C ~~:?~MF~~ON fOR
PH~"SE AS-OESIGMEO PLANS' - M -"REVIOUS
BE RESPONSl8cE ~OR VERIF'(INgO~LIl;:~C 10:1 SHALL
HORIZONTAL AND l'lERTICAL INFORM' TlOX~STI'~C
EXISTlNG IN,~RASTRUCTlJR[ ANY ~< ,_ FOR
SHAll. BE IMM>:DIATEL Y REPORTEDDI_C';.cPANCIES
I TO "-NGINEE,~,
I
ARCHITB)T
mOIil
WOOllEN. MOLZAN
AND PARTNERS. INC.
ARCHITECTURE
~~Jl.~~01_~~~
M.E,~, ENGINEERS
B
R.E. Dimond
and AsIlOCiale8, In<:. Ca._16""
Engineers ~.........
~2 NDrth CapItDI An:msa
1Pdiomp<>Ilo,--
I~ (317)634-461]
Pu, (311)638..!12j
STRUCTURAL ENGINEER
Lawson Elser Inc.
Engineering Consultants
6SO Eaa: CatIDd Ddve
_1>0
Cumol. .........-Km~
Tdq>"""" (317)"'''"''''''
f.J%: CJl7) S14-!M31
CML ENGINEER
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NOT FOR
CONSTRUCTION
DESIGN DEVELOPMENT
REV. I DATE DBSCPJPTION
DATE; 11[17108
DIlAWN BY: TBB
IIl!VIEWlID BY, BCP
A DRAWING NAME,
PHASE 3
PHASE'S 1 & 2
AS-DESIGNED PLANS
ORAWlNG NO.
C3.01
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131 S T STREET
BROWNING INVESTMHJTS
BROWNING INVESTMENTS
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AACHlllOCT
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WOOLLEN, MOLZAN
AND PARTNERS, INC.
ARCHITECTURE
~~"'~lrl.l1~~aIWW'll'~~'::
M_E.~, EN~INEERS
B R.E. Dimond
aDd Associa1:s, 11m. QmsuItlJl8
EngiIleers
7!2 nUI1h C&pllol "-_
lDdl.mqxollo, IndJ.ma o\Q04
Telol>~ (l1~1l.
p", (317)63l1-li125
STRUCllJlIAL EN~INEER
Lawson Elser Inc.
Engineering Consultants
6SO Bm.tCanDd Drivo
SuiIc: 150
Carmel, Ind.iana .cBl32
T_, (l11)S7<-9<09
Pu: (3.17)5'....gel
CIVIL ENClINeER
~~ VS ENGINEERING -INC
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D"-TE DllOCII11'TION
DATI!: 1lll'lID8
DRAWl< BY, TEB
REVlIlWW !IV: OCP
DRAWING NAME'
"-
PHASE 3
OVERALL
PLAN
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PLAN VIEW
NOTES:
t. GEammlE: FIIBRlC SHAI.I. IlEEr lIlE REClJ1RfifEHlS OF IIA TERlAI. lPEaFlCI! TlD;
INOOT SEC'I'IOO 913.1& 1.1<0 SIIAll. ~E !'lACED O\m 'Il1E CIL\REll AREA PRlO!! TlI
lIlE PlAaNG OF ROCK.
2. ROCK Of! REIUIIIED CONCRE:1E SHAll. urn lIlE Fou.lI\IlHO INOOT c:aJRSE
AGGIlEGAlE ClWlATIllII CA-2.
~ my DR\lHAGE F!.CUll!:S REClJIREO BE:CAlJSE: OF W,\SHING SHIdl BE:
COIISTRUClIIJ ActXlRDlNG W MANUfld:TlJREIlS SPECI~CATJQ;S.
4. IF WI.SIi RACI(S ARE USED THEY SHAll. BE: INSTAlllD M:CORIlIHG TlI lIlE
III.1<UFACTlJREIl'S SPECIFlCATlIJfS.
"
STABILIZED CONSTRUCTION ENlRANCE PLAN
SC04LE: ~ONE
~~~'-~
SILT FENCE ELEV"ll~~ COMPAC;;:S'
ENBEDMENT DETAIL
_ /FlLL SLOPE SU FENCE
~~ GENERAl. NOlES:
1. SILT FENCE SHALL BE PLACED AS CLOSE AS
L-- POSSIBLE: TO EOCE OF CONSTRUCTION UM'TS
~II OR AS DIRECTED.
SILT FENCE PLACEtdDlT 2. il:l~ ~~~~~g g:: ~~:~~~~o~J~o~UAL
OEPTtl OR TIEBACKS IIAYDE BE
REQUIRED IN UNSTABLE: SOILS.
I.l.ETIIL, . SYNTtlETIC,
OR WOQO POSTS
S1LT~Hce:\
1\E~ACI( BET'IoEEN
~~tH::-:::'.'i'
ANCHOR STAKE MIN.
LENOTH lB. ~
llE8ACI< DETAIL
GROUND UHE
SILT FENCE DETAIL
SCM.E: N DNf
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~~~l~-l6.r-_ _
FLO~
~r~TILE FABRIC
SECTION A-A
...
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SCALf: NONE
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STAI(ES
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GENEI'AL NOTES
1,1 EfNlROfOo- E:oY :.lU~\,1W""n:R3GU. POR.flo\H[). Om"G{JN{o5-OOf 5'1-t\-"'l-Gbl
2) (N\'lI".:'i'C(J CPJ.I':.>c: 1.IS~O,IN 'D~Of' IN or::. cum jNLET Ar'f'L!CAOO'f<l5.
:o~ STANQA".n f~l:5tlE5IN 5iOCr::., CIJ5TDM :.IZI3...."'AlLABt..E.
4J 5TAN(l;\m [lAGS RE!AJ"l rA~nGlf5 1000 r.,.UCRON':. O~ LA1<b~i<., eAr,;; ARf. -'6D AVAlL.Al3tE,l~ ^LltMA.1/: r..+t5H SILEo.
5) ooffC'M Of flAG MUSI floE r1IGitER,THp-N CRom OFOUTLfllli'lu:r'F'lm. 5r.e..NO'-.9..U LlNIT ALlOYf3 24" SIIN.LOWtlNII:2
AII.4lLAfllf.
(;) ~~lt' Ojll'S::lOMmT FOl)cttr~ ~TI'.M&,ii.W IN ::;',1(.""'- esA.G.
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MAJt.TF.:-l"'-'l"GF. &lil[}F.IINE~ f(J't MCH!: INtDKMMIUN
rNVTROPOD - PLAN VIEW rT\
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CONrRF.Tf: rAT[:H BA51i<
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PLAN AND SECTION VIEWS
STANDARD DETAIL
INLET PROTECTION
SCALE: NONE
~~
TYPICAL DITCH CROSS SEC1l0N
R....=~ IT
~~il
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DITCH SECTION ALONG DITCH CL
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10'
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OUllET PROTECTION DETAIL
SCALE: NOOE
ARCH~ I Eel
Illlill
WOOLLEN. MOLIAN
AND PARTNERS, INC.
ARCHITECTURE
.lOG"""tu~...~"",,,,,ol: 31>t-;: 1'Il1 ,rl""OCI"lIr,~'~
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M.E,P. EN3IN:EERS
R.E. Dimond
and Associates. Inc. Consulting
Engineers
79'2 N'.ntb. c..jlilOl AvmllC
tndien!lpoli~. Indi:mn 4620';
Tdc-phl)m: (311)63!\-~671
Flli'L (317)t:l-3l::.S7:2S
STRUCTURAL ENGINEER
Lawson Elser Inc.
Engineering Consultants
MO EilSl CiifInel Drive
Suite ]~O
CiIJm~l. Indi:!IIa4WJ2
T~I('!pb(lr.oe:; (3] 1) ....14.9400
Far Oj1)574-9431
C1V~L ENGINEEA
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REV. DATE DESCRIPTION
DATE H07',ll8
DRA. WN OY: TEE
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DRAWING NAME
A
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18" 2 1/2' U' 4'-1' 5'-2" 3'-0"
21" 2 J/4" " 1.1 -6' 6"-.1 .1-6'
24" J" 1 -0' 2-8 ,; 3 4 O.
27" 13 1/4" r 1 25" 6'-3 4 6
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1.5 12 1:2" II"
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2.1 15 1:5" 13
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CASTlNQ TYPE 7
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ARCHITECT
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AND PARTNERS, INC.
ARC HIT E CT U R E
tIC'JI'lr~nl"Lb"",=,"~ r.uil~\OI "~~.tH.ZO'~
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M,E.P. ENGINEERS
'R.E. Dimond
an.d Associates. Inc. Consulting
Engin.eers
132 Non"n CapLmL A I-mlJl::
lndiMiapOli~. lru1itlrll146204
Telepillme; Ol1)634-4b7:.!
P!lX' tJl7)6iS-Sm
STRUCTURAL ENGINEER
Lawson Elser lnc;
-
Engineering Consultants
5.50 East C~~1 Drh'e
Suile l.50
Carmel. [ndi<l.lJ::I 4&132
Tdeph~ne' {31'1) ~"4-9-409
~"-I'. {317] ~]4"94.:H
CIVIL ENGINEER
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R.EV DATE!: DESCRIPTION
DI\TE" H071'03
OR.i\WNBY: TEB
RE\'IEWED BY: BCP
ORA. WING NAMJ:;:
A
PHASE 3
MISCELLANEOUS
DETAILS
D'RAWING NO.
C 11.01
ARCHITECT
1111.
WOOLLEN. MOLZAN
AND PARTNERS, INC.
ARCHITECTURE
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M,E.P, ENGINEERS
E R,E. Dimond
and As-sod2teS, Inc. ConSllHillg
Engin.eers
1J:2 NOIl~ C:apitoL A~'Ci1~
lndl.mapolis, IDU~iilla 46~CU
Ttelephone' (jt1)o14-4672
FaJO~ OL7J61S..''!121
PROI'OSED ASPHALT ~NG ASPH~
(SEE LAYOUT SHEETS) ~'_I
+ ~::;;:~
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COAT ALL SURF Ac:ES
EUV. AS SHOv.tl
ON GRIIOING PLAN
BITUUINOUS MATERIAL
FOR To\CK COAT
S.. PLANS FOR I'jIDTH
EllV. AS SHOWN
ON GRADINO ~
STRUCTURAL ENGINEER
Lawson Elser Inc,
Engineering Consultants
BITUMINOUS MAl!IllAL
FOR PRlUE CO... T
e" O~'
1 1/2" HM. Sl.IRFo\CE TYPE "A" ON
3' Iiu... INlERMEDIATE TYPE ..... ON
!l" COllP. AGG., NO. 53, BAse:
650 Basi Camicl Driv~
Suite 150
ClIInllel," Indiana 46031
Tr::le-ph<;JDC: (3i?~ 574.94{)9
Fax: (317,511.9<131
.... Peep SIDEWALK
.... GRANULAR FILL
COMPACTEO TO 95% OF
ITS lIAXIMUIol ORY DENSITY
COMPACTEO SUBGRAOE OR FILL
COMPACTEO IN e' urn \\HERE REQ'O.
CIVIL ENt,JNEER
EXISTING PAVEMENT TIE-IN
NOT TO SCAlE
MONOLITHIC CURB & SIDEWALK
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( .'J'I'ROVOII EXCA.YAlED IoIATERlAL IN UN?Aw;o
AREAS UmESS 01HEll'l!SE OIREClED.
EXIST. PA-.u.tENT, So\W
CUT STRAIGHT EDGE
TRENCH SCHEDULE
SIZE ".". "U.t. "r
s' 2' 6' 0' "
B 2' 6' 2'-i' "
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12" 2: 9' 5" "
15" s- -
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SEE Sl'ECIFlCAlIDlS fOR
REQUlREloItHlS 'M1'rl1N 5'
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CITY Of CAAWEL.
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REV_ DATE DESCRlPTION
STRAIGHT CONCRETE CURB
FOR STORM SEWERS
TRENCH DETAIL AND TRENCH SCHEDULEi
NOT TD SCALE
DATE. lJCl-7f08
ORA WN BY: TEB
REVLEWED 8,y BCF
DIL\W[NG NA.Ml;
NO SCAlE
A
PHASE 3
MISCELLANEOUS
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NOltS: Ir.rJEOlAL ClJRS i\1JH WNtRETl' PA\of~ENT A~OJOR S10CWALK SHiIlL 8E S:1ol1l~R 9iAPE
~lL W(:RK ASSOClATEO I'iIl1 THE IHSTAl.lATlON Cf lHlS CURBING
SHill CONf1lRM fO lHE L/oS1T.ST RE'o1Sl0N OF T~E t:ll1' OF CARUEl
CONC~ETE CUIlB POliCY,
NOTES:
I. UNIIER EXISTING SE'IIEIlS, WAfER UNES, GI.S UHES, lUJI'HIJIjE CABlES AHIllliCfRlCAI. COND\!1S. BACKfIll
'IIITH SAND TO tHE C&fn:RU~ OF THE EXISllNG UTIUlY UHES.
2. ~ ~ ~~ ~~W~~W':~:: ~D~P~PES IN A~~CE 1I!1H I.ST\I 1)-2:121.
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DSI0 Cutoff Lun1inaire
D$10 E
SPECIFICATIONS
CoNSlRI,tC1l0lj
The luminaire has a luminaire bose/ballas!'
housing and on octagonal lens frame with
hinged roof. The luminaires ore ovoll-
able with a large variety of base styles to
select from. All base/ballast housings. lens
frames. roofs and finiols ore cost aluminum.
The frames and iuminaire bases me cne-
piece construction without field assembly.
Lemes ore clear. smooth acrylic. All hard-
ware is stainless steel.
~N
The luminaire mounts on 0 3" 0.0. x 3" tall
tenon with six. 1,;,.20 socket Sol scrows. The
roof is hinged providing easy access to the
iamp and ballast ossembly. 1l1e bollast is
easily accessible by removing the ballast
plate. The baliast and socket assembly is
fumisr',eej with 0 quick disconned plug.
o~
The luminoire utiiizes a high performance
reflector t.'"1at is hyc)roformed. highly reflec-
tive ar1d anodized with a Type V dislribu-
tion. for use with a vertical lamp. Luminaire
is furni5hed with an f-l.ID. baliast and
socket assembly. Luminoire is UL listed and
lobeled as suitable for wet locations. Sock-
ets are glozed porcelain. medium base.
with a copper alloy nickei-plated screVj
sheli and center contact. Ballasts ore core
and coil. high power fodor. regulating
typo.
~
The luminalre has a powder coat flnish
utilizing a premiurn TGIC polyesler powder.
The finish is 0 three-stage process which
consists of dl)'ing. powder appiication
and curing. BE,fore cooting. the parts are
treated with a five-stage pretreatment
process. cOllsisting of a heated alkaline
cleaner. rinse. phosphate coating, rinse
and saolont.
A1\IIIQr)E_5treetL~lmJ2S'
An "~{k::fJjtvBr!.3/Kis Cornp{}ny
2011-8 VI.!. RUn(jtJsfo l.nne . Ausiin, TX 78758
pl~,. (800)410-8899. fox (512)977.9!in
\vww. ar l tiqu'astleetlomps,COJll
Acultv flrar,ds Lighting
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DSIO Cutoff Lurninaire
D$10 WiTH LUMINAIRE BASE CHOICE
DS10 C
HINGED ROOf
Cast a!UfninLJrn \...jfTh stoin!oss st0s1 f(1~.tonD;
'l:.Y:::Cci
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(l.-......,.,.J~),t. V. ld1 ,1..-, f 1-{lQ.,(... c,.~:;<;.) ...\ N ..~J k~ ...0 (lr "r.
t.,f(,)te.' LOr'np is not furn15hr.;?C1 !"vf'fh the fUfr.ino,'re
D .sump/a (;'11"'1.00 no; OSlO E 1505 MED ACS TY5 TBl PEBI ANBK
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- CUTOFF REFLECTOR
H<,drofonned, highly reHect~ve Dnel
_::=;:]_ ufv.:)(jt;::~;;cf with -iVpc 5 distriLiution
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h:iedlurn tia~e
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Cast (Jlurninurn
EIGHT LENS PANElS
CieCf srncotti ccrvllc
BALLAST HOUSING
\/'Jirh fnctory rYG\.:iWtd H-LD. bo!klst n~~(0mb~v
LUMINAIRE BASE
Cost olurninuln in (] vcriely Gf stVI.la-:::
...:
BASE SCREWS
(0) 1 14" stoir,ies~ stc.(:;!. ~'ioc~:ct SF:;t SC:!G\\l~\
~o: fa sterling to 3~O,D. p05t kmon
" -"- QUICK DISCONNECT PLUG
Series
Lens Malerial
Distribution
Waltoge/Lamp
OSlO B
DS10 E
DS10 0
DSlO C
OSlO P
DS10 K
DS10 A
DS10 W
DS10 S'
OSlO AU'
Mnto! Haiide:
ACS Acrylic
Cleo I
Sn")ootrl
TY5 IES D:,tribution
tYPE) 5
SOM MED
10M MED
100M MED
150M MED
175M MED
HlOf1 PrSSSUfG- Sc.>cf,i,...rn
3SS MED
50S MED
70S MED
100S MED
1505 MED
hlorES:
!. lvLinr:k!p OCr/lost O?-o, 20..-3. ,'MO, 277v). (L?C:. 277, .J47'/ in ConGda).
r:1'}~ wott\J{.Jf;."J w;~"je: /!~S or 701'V~ contocf ASl fl.~[ V0IJGgD cwo!lotJiUfy-.
2, .'1,I/;:;;r & ;"OCk, P;KJ!O C:.Jnf,I{)I' on'!v ~:)Vo'!(lr)'8 with S (ux.:J liU hU5r::'S
3. ,cor fii11\h ond color optio.<,:-,. SFB j:!niS,Ij SfX;~-O,'"-r in eoto'or; or conTocf AS!..
0510-2
Vo!lage'
TBl 12G-.rOlt
TB2 208 '/(,It
T83 2~O'J(!lt
T84 2/7 '/011
34 7 3~? ','vii
480 ~BO -mil
SF
DF
PEBI
PEB2
PER'
PEl'
PE3'
PE4'
PE7'
Opl1ol1s
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T'w'i!Ji'.'Lock Prlok~c()lltfOl r~eeef)jC)ck:
Nt: M~~ TV/15t f,.; Leek :=l 1 :W, :?OS. 240y
i\IEM/\ T'w!~t Bi. Lod~ PE 347',;
NEM/l, rvAst & LocI!, P[ 43Cv
i'iErv1A TW!:it .& Locl~ F'E 277\1
Finish'
ANBK llIUC?
ANDB i:){YK [icOI1W
ANDG DO'K Gre8n
AN?P P'rne Pad"d
eM Custom Motell
CS Cc,.lom Seled
Ri~,L cn:ofS
ANTIQlLE,__Str~,et Lamr-.,s."
Anv'AcuJtySr,'!n(]; CDrf'{.'ilr;'j
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S'fORMWATER
CALCULA TIO.NS
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STORMW ATER
SUMMA,RY
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EXISTING SITE CONDITIONS
The project site is located at 1402 West Main Street, Carmel IN and is owned by St.
Christopher's Episcopal Church. The property was re-zoned to OM/SU and the master
plan for the site was approved by the City of Carmel Plan Commission November 18,
2003. The project is to be built in 3 phases consisting of a fellowship building, education
building and a worship building. At this time the fellowship building, education building,
detention ponds and parking lots have been constructed. Storm water on the site is
currently sheet flowing into detention ponds that border the south and west sides of the
property. The detention ponds were designed and approved using the fully developed site
for the drainage calculations. The already approved detention pond calculations can be
found in subsequent sections of this packet (Calculations Completed by Arsee
Engineers). It should also be noted that the original master plan has slightly more
impervious areas than the completed site, as the size of the worship facility has been
slightly decreased due to budget concerns therefore the design of the detention facilities
are conservative.
PROPOSED SITE CONDITIONS
Phase 3 of St. Christopher's Episcopal Church consists of the addition of a worship
facility, passenger drop-off drive, sidewalks and an enclosed storm sewer. It was initially
planned to sheet flow all storm water around the backside of the proposed worship facility
and into the existing detention ponds, however after discussions with the church council
and City of Carmel Engineering Dept., it was decided to install an enclosed storm sewer
system to help prevent ponding due clayey soils. The storm sewer was designing for the
10 year storm event using Hydrain computer software per City of Carmel requi rements.
The enclosed storm sewer calculations can be found in following section of this packet.
The drainage design has been designed so that any stormwater from a 100 year rain event
can sheet flow to the existing detention ponds rather than ponding at the inlets and
adversely affecting the proposed building or existing buildings. It should also be noted
that the pOliion of runoff resulting from the passenger drop off drive will sheet flow
through the west parking lot and into the detention pond. The passenger drop off drive
was in the original master plan; therefore the detention pond has been designed to handle
this runoff: Since the master plan was approved before post-construction BMP's were
required, this project is not required to install any BMP's. However, during discussions
with City of Carmel staff, a desire was expressed to have a BMP installed on site
therefore catch basin inserts will be placed in all storm structures so that a certain level of
pollution removal is achieved.
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ENCLOSED STORM
SEWER DESIGN COMPUTATIONS
(BY VS ENGINEERING, INC.)
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JOEl 51. Christl:lflher's Phase III
SHEn NO. Of'
"-"'-7~'~
\v :; VS ENGINEIERaNG, INC..
l~.1 II Civil Q Structural" Transportation" Environmental
Structure
Number
700
701
702
Area (Acres)
Imperv. Perv.
020 0.37
0.06 0.11
0.11 0.44
Total
0.57
0.17
0.55
GALCllLAlED BY
CHECI,eo BY
SCALE
N RJ DATE
SMD DArE
6/18/08
~=....."M._
6/19/08
~~7-"_~_
Runoff Coefficient
Imperv. Perv. Weighted
0.90 0.45 0.61
0.90 0.45 0.61
0.90 0.45 0.54
Note:
For pipe sizing calculations a pervious coefficient of 0.45 was chosen for
impervious soils (with turf) due to the clayey nature of the soils
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TABLE: 201-1: Runoff Coefficients @ for Use in the Rational Method
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RUNOFF COEFFICIENT :Ii
TYPE OF SURF ACE
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Non-Urban Areas
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Bare earth
Steep grassed areas (slope 2: I)
Turf meadows
Forested areas
Cultivated fields
0.55
0.60
0.25
0.20
0.30
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Urban Areas
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All watertight roof surfaces
Pavement
Gravel
Impervious soils (heavy)
Impervious soils (with t11rf)
Slightly pervious soil
Slightly pervious soil (with turf)
Moderately pervious soil
Moderately pervious soil (with turf)
Business, Commercial & Industrial
Apartments & Townhouses
Schools & Churches
Single Family Lots < 10,000 SF
Lots < 12,000 SF
Lots < 17,000 SF
Lots > Yo, acre
Park, Cemetery or Unimproved Area
0.90
0.85
0.85
0.55
0.45
0.25
0.20
0.15
0.10
0.85
0.70
0.55
0.45
0.45
0.40
0.35
0.30
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200-5
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STRUCTURE 700
D.A. = 0.57 ACRE
IMPERVIOUS = 0.20 ACRE
PE:RVlOUS " D.37 ACRE
ST. CHRISTOPHER'S CHURCH PH III
ENCLOSED STORM SEWER
DRAINAGE AREAS
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Project:
Location:
Circle One:
Circle One:
Area ;;;
Time of Concentration (T~l Calculations
St Christopher's Phase III By NRJ
Carmel, IN Checked SMD
Developed
Tt
6/18/2008
6/19/2008
Date
Date
Present
Te
0.57
through subarea
Structure 700
acres
Tt Comoutations for Sheet Flow Seoments
1. Surface description (Table 3-1)
2. Manning's roughness coeff., n (Table 3-1)
3. Two-yr 24 hr rainfall, P2
3. Flow Length, L
4. Change in Elevation, !J.z
5. Land Slope, s
6. Tt = [0,007(nLttl]/(P2 v~sv~) (English Units)
Value Unit
Grass -
0.24 -
2.66 in
39.00 ft
1.50 ft
0.038 ftlft
0095 hr
Sheet Flow Notes:
1. Bold numbers denote fields to be entered. Normal font numbers denote a conversion
or a spreadsheet performed calculation.
2. Manning's "n" selection representative of a mowed grassy area
Tt Computations for Shallow Concentrated Flow Seqmenls
7. Surface description (paved or unpaved)
8. Flaw Length, L
9. Change in Elevation, !J.z
10. Watercourse slape, s
11. Average velocity, V (Figure 3-1)
12. Tt = L/(3600V)
Value Unit
unpaved -
48.60 ft
0.50 ft
0.010 ftlft
1.64 ft/s
0,008 hr
Shallow Concentrated Flow Notes
1. Average velocity is calculated from Figure 3-1 in the TR-55, Second Ed. Manual
2. Bold numbers denote fields to be entered. Normal font numbers denote a conversion
or a spreadsheet performed calculation.
Time of Concentration I 0.103
, 6.17
hr
min
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Project:
Location:
Circle One:
Circle One:
Area ;;;
Time of Concentration 1T~1 Calculations
SI. Christopher's Phase III By NRJ
Carmel, IN Checked SMD
Developed
Tt
6/18/2008
6/19/2008
Date
Date
Present
Tc
0.17
through subarea
Structure 701
acres
Tt Computations for Sheet Flow Seqments
1. Surtace description (Table 3-1)
2. Manning's roughness coeff., n (Table 3-1)
3. Two-yr 24 hr rainfall, P2
3, Flow Length, L
4. Change in Elevation, tJ.z
5. Land Slope, s
6. Tt == [0.007(nLt,o]/(P2 U:'SU4) (English Units)
Value Unit
Grass -
0.24 -
2.66 in
34.00 fI
0.50 fI
0015 ftlfI
0.124 hr
Sheet Flow Notes:
1. Bold numbers denote fields to be entered. Normal font numbers denote a conversion
or a spreadsheet performed calculation.
2. Manning's "n" selection representative of a mowed grassy area
Tt Computations for Shallow Concentrated Flow Seqments
7. Surface description (paved or unpaved)
8. Flow Length, L
9. Change in Elevation, tJ..z
10. Watercourse slope, s
11. Average velocity, V (Figure 3-1)
12, Tt == U(3600V)
Value Unit
unpaved -
48.00 fI
1.00 fI
0.021 ftlfl
2.33 ftfs
0006 hr
Shallow Concentrated Flow Notes
1. Average velocity is calculated from Figure 3-1 in the TR-55, Second Ed. Manual
2. Bold numbers denote fields to be entered, Normal font numbers denote a conversion
or a spreadsheet performed calculation,
Time of Concentration I 0.130
, 7.81
hr
min
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Project:
Location:
Circle One:
Circle One:
Area =
Time of Concentration (Jr. Calculations
St Christopher's Phase III By NRJ
Carmel, IN Checked SMD
Developed
Tt
Date
Date
6/18/2008
6/19/2008
Present
Tc
0.55
Structure 702
through subarea
acres
Tt Computations for Sheet Flow Seqments
1. Surface description (Table 3-1)
2. Manning's roughness coeff., n (Table 3-1)
3. Two-yr 24 hr rainfall, P2
3. Flow Length, L
4. Change in Elevation, I':,.z
5. Land Slope, s
6. Tt;;;; [D.D07(nL)u~]/(P2 U~sU.4) (English Units)
Value Unit
Grass -
0.24 -
2.66 in
80.00 ft
0.50 ft
0.006 ftlfI
0.347 hr
Sheet Flow Notes:
1. Bold numbers denote fields to be entered Normal font numbers denote a conversion
or a spreadsheet performed calculation,
2. Manning's "n" selection representative of a mowed grassy area
Tt Computations for Shallow Concentrated Flow Seqments
7. Surface description (paved or unpaved)
8. Flow Length, L
9. Change in Elevation, nz
10. Watercourse slope, s
11. Average velocity, V (Figure 3-1)
12. Tt ;;;; Lf(3600V)
Value Unit
unoaved -
115.00 fI
1.20 fI
0.010 fIIft
1.65 fils
0.019 hr
Shallow Concentrated Flow Notes
1. Average velocity is calculated from Figure 3-1 in the TR-55, Second Ed, Manual
2. Bold numbers denote fields to be entered. Normal font numbers denote a conversion
or a spreadsheet performed calculation.
Time of Concentration I 0.367 'I
22.01,
hr
min
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SHEET ,LDIJ
LENGTH . B'J'
RELKF = 0.5'
SlI<UCTl.IRE: 700
\
ST. CHRISTOPHER'S CHURCH PH III
ENCLOSED STORM SEWER
TIME OF CONCENTRATIONS
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TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations
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Rainfalllntensity (Inches/Hour)
Duration Return Period (Years)
2 5 10 25 50 100
5 Min. 4.63 5.43 7.17 8,09 9.12
10 Min. 3.95 4.63 6.12 6.90 7.78
15 Min. 3.44 4.03 5.33 6.01 6.77
20 Min. 3.04 3.56 4.71 5.31 5.99
30 Min. 2.46 2.88 3.81 4.29 4.84
40 Min. 2.05 2.41 3.18 3.59 4.05
50 Min, 1.76 2.06 2.73 3.07 3.47
1 Hr. 1.54 1.80 2.38 2.68 3.03
1.5 fIrs. 1.07 1.23 1.63 1.91 2.24
2 Hrs. 0.83 0.95 1.37 1.60 1.87
3 Hrs. 0.59 0.72 1.04 1.22 1.42
fr"""':~
4 Hrs. 0.47 0.58 6it~8 0.84 0.99 1.15
~~]
5 Hrs. 0.40 0.49 0.71 0.83 0.97
~~~
6 Hrs. 0.35 0.43 l)'~.fj:0 0.62 0.72 0.85
"i~
7 Hrs. 0.31 0.38 0.55 0.64 0.75
8 Hrs. 0.28 0.34 0.49 0.57 0.67
9 Hrs. 0.25 0.3] ~~6 0.45 0.52 0.61
"tf,~
10 Hrs. 0.23 0.28 0.41 0.48 0.56
!f1j;l
12 Hrs. 0.20 0.24 'd~~:9 0.35 0.41 0.4&
~'"
14 Hrs. 0.17 0.22 0.31 0.36 0.42
16 Hrs, 0.16 0.19 7' 4. 0.28 0.32 0.3&
"\~T
18 Hrs. 0.14 0.17 0.25 0.29 0.34
20 Hrs. 0.13 0.16 0.23 0.27 0.31
24 Hrs. 0.] ] 0.]4 0.20 0.23 0.27
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SOllrCe: Purdue, A. M., et. al., "Statis tical Characteristics of short Time Incremental Rainfall",
Aug., 1992. (Values in this table are based on IDF equation aI!d coefficients provided for
Indianapolis. IN.)
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TABLE 201-3: Rainfall Depths for Various Return Periods
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200-6
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ST. CHRISTOPHER'S CHORCH, PHASE III
ENCLOSED STORM SEWER HYDRA INPUTS
JOB ST. CHRI S CHURCH PHl\.SE I II 10 YEAR EVENT
SWI 2
PDA 0.013 12 2 1 2.5 0.001 15
RliI 5 6.12 10 5.22 15 4.55 20 4.02 30 3.25 40 2.71 50 2.33 60 2.03 90 1.42 120
1.11
HGL 1
REM BEGIN ST. CHRIS PH 3 ENCLOSED STORM SEWER
NEW STRUCTURE 700 TO 701
STO 0.57 0.61 6.17
PIP 127 873.50 873.00 870.67 870.23
PNC 700 701 2.5 90 0
REM STRUCTURE 701 TO 702
STO 0.17 0.61 7.81
PIP 115 873.00 872.90 870.23 869.94
PNC 701 702 2.5 180 0
REM STRUCTURE 702 TO OUTFALL
STO 0.55 0.54 22.01
PIP 177 872.90 873.00 869.94 869.50
PNC 702 703 2.5 180 2
END
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ST. CHRISTPHER'S CHURCH, PHASE III
ENCLOSED STORM SEWER HYDRA OUTPUTS
****** HYDRP. ******* (Version 6.1) *****
Date 06-19-2008
Page No 1
ST. CHRIS CHURCH PHASE III 10 YEAR EVENT
+++ Commands Read From File C:\HYDRA\CHRISI0.HDA
JOB
SWI 2
PDA 0.013 12 2 1 2.5 0.001 15
RAI 5 6.12 10 5.22 15 4.55 20 4.02 30 3.25 40 2.71 50 2.33 60 2.03 90 1.42 12
1.11
IDF CURVE
6.*
R
a
i *
n
1: 4. *
a
1 *
1
*
i
n ~k
2. ~k
i *
n
/ *
h *
r
0.* I I I I I
5. 20. 40. 60. 80. 100. 120.
Duration, t (min)
PLOT-DATA (Time, t(mln) vs. Intensity, i (in/h) )
i t l t j t j t i
5. 6.12 30. 3.25 90. 1. 42 O. .00 o. .00
10. 5.22 40. 2.71 120. 1.11 O. .00 O. .00
15. 4.55 50. 2.33 O. .00 O. .00 O. .00
20. 4.02 60. 2.03 O. .00 O. .00 O. .00
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HGL 1
REM BEGIN ST. CHRIS PH 3 ENCLOSED STORM SEWER
NEW STRUCTURE 700 TO 701
STO 0.57 0.61 6.17
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****** HYDRA ******* (Version 6.1) *****
ST. CHRIS CHURCH PHASE III 10 YEAR EVENT
PIP 127 873.50 873.00 870.67 870.23
+++ Tc = 6.2 min
+++ CA = .3
+++ Link # 1, Flm'i depth . B 1 ft, Critical depth
rNC 700 701 2.5 90 0
REM STRUCTURE 701 TO 702
STO 0.17 0.61 7.81
PIP 115 873.00 872.90 870.23 869.94
+++ Te = 7.8 min
+++ CA = . 5
+++ Link # 2, Flow depth = .84 ft, Critical depth
PNC 701 702 2.5 180 0
REM STRUCTURE 702 TO OUTFALL
STO 0.55 0.54 22.01
PIP 177 872.90 873.00 869.94 869.50
+++ Te = 22.0 min
+++ CA = .7
+++ Link # 3, Flow depth .94 ft, Critical depth
PNC 702 703 2.5 180 2
END
END OF INPUT DATA.
Date 06-19-2008
Page No 2
.61 it
.64 ft
.68 ft
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******
HYDRA ******* (Version 6.1) *****
Date 06-19-2008
Page No 3
ST. CHRIS CHURCH PHASE III 10 YEAR EVENT
*** STRUCTURE 700 TO 70
Pipe Design
Link Length Diam
(ft) (in)
Invert
Up/On
(ft)
Depth Min. Velocity --Flow--
Slope Up/On Cover Act/Full Act/Full
(ft/ft) (it) (it) (ft/s) (cfs)
Estimated
Cost
($ )
700 1 127 12 870.67 .00346 2.8 1.7 3.0 2.05 O.
870.23 2.8 2.7 2.10
10r 2 115 15 870.23 .00252 2.8 1.4 2.9 2.53 O.
869.94 3.0 2.6 3.24
10~ 3 177 15 869.94 .00249 3.0 1.6 3.0 2.89 O.
869.50 3.5 2.6 3.22
Length
Cost
419. ft
O.
Total length
Total Cost
419. ft
O.
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* * * -k -)..- -)..-
HYDRA k****** (Version 6.1) *****
ST. CHRIS CHURCH PHASE III 10 YEAR EVENT
Link
#
Link if
Down-
stream
Node #
1
2
3
701
702
703
Hydraulic
Gradeline
Elevation
871.35
871. 03
870.44
Crown
Elev.
871.23
871.19
870.75
Hydraulic Gradeline
Elevation
700
NORMAL END OF HYDRA
Terminal
Node #
1
871.70
Date 06-19-2008
Page No 4
Hydraulic Gradeline Computations
Possible
Surcharge
y.
N
N
Gr:ound
Elev.
873.00
872.90
873.00
Ground
Elevation
873.50
Super- Manhole Loss
crit.? Depth Coef
N
N
N
1.001.95
1.09 .15
.94 .00
Loss
Coef.
1. 50
L
C
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C
L
C
C
C
C
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DETENTlON PO.ND
DESIGN COMPUTATIONS
(FROM ORIGINAL APPROVAL
BY ARSSE E,NG:INEERS)
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ST. CHRISTOPHER'S EPISCOPAL CHURCH
WOOLLEN, MOLZAN AND PARTNERS, INC.
DRAINAGE CALCULATIONS
PHASE III
APRIL 27, 2006
CERTIFIED BY
. ~\\\I\I\IIIlIlIlIl"'1
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#~:..~~\'S'i'ffi;.~..:~A ARSee EN~INEERS, INC.
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(<'&<,:~~,~""'~~l FISHERS, INDIANA 46038-9459 317/594-9590 FAX
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TABLE OF CONTENTS
DESIGN SUMMARY
PREDEVELOPED SITE NARRATIVE
PREDEVELOPED SITE CALCULATIONS
POSTDEVELOPED SITE NARRATIVE
POSTDEVELOPED SITE CALCULATIONS
PIPE DESIGN CALCULATIONS
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::rYPF OF ~I JRFAr:E
RJ INnFF COEFFIr.IFNT @
Non-llrnAn Are::JIs
Bare earth
Steep grassed areas (slope 2:1)
Turf meadows
Forested areas
Cultivated fields
lJrh::m ArI~AC;:
All watertight roof surfaces
Pavement
Gravel
Impervious soils (heavy)
ImpervilJlJs~<!i~s (with turf)
~~. Slightly perviou's soil'. .
Slightly pervious soil (with turf)
Moderately pervious soil
MQd.~ratelypeJ1!.i.9US ~9.iU.with1:yrfL
Business, Commercial & Industrial
Apartments &. Townhouses
Schools &. Churches
Single Family Lots < 10,000 SF
Lots < 12,000 SF
Lots < 17,000 SF
lots> % .acre
Park, Cemetery or Unimproved Area
0.55
0.60
0.25
0.20
0.36
0.90
0.'8'5
0.85
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0.55
0.4~
0.25
0.20
0.15
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0.70
0.55
0.45
0.45
0.40
0.35
0.30
TABLE 204-1: Runoff Coefficients @ for Use in the Rational Method
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~;7
City of Indianapolis
Stormwater Specifications Manual
Appendix page A2-10
May 10, 1995
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FIGURE 2
EXAMPLE
Height:zlOO FT.
Length=3,1000 FT.
Time of coneentrat1on=14 .1n~
LUt.)
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NOTE:
Use nomograph ~ for natural .
basins with well defined
channels. for overland flow
on bare earth, and for mowed
grass roadside channels.
for overland flow, grassed
surfaces, multiply Tc by 2
For concrete channels, Multiply
Ie by 0.2.
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a ,500
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To (min.)
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liME OF CONCENTRATION OF SMALL
DRAINAGE BASINS
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Return Period - Rainfall Intensit, (in/hr)
'i~ -~-""'~~':':-'
Hours Minutes 5 ,10' 25 50 , "';00.,)
0.08 5 4.75 6.14 6.99 8.08 8.83 9.69
0.17 10 3.63 4.75 5.48 6.40 7.07 7.77
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0.25 /15j' 3.92 r 4.55) 5.34 5.94 (6.53.1
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0.5 30 1.98 2.64 3.09 3.65 4.10 4.50
1 60 1.25 1.67 1.96 2.31 2.62 2.88
2 120 0.76 1.02 1.20 1.40 1.59 1.75
3 180 0.56 0.75 0.88 1.03 1.17 1.29
6 360 0.33 0.44 0.52 0.60 0.68 0.75
12 720 0.20 0.26 0.30 0.35 0.39 0.43
24 1440 0.11 0.15 0.17 0.20 0.22 0.25
"- Return Period - Rainfall Decth (in)
Hours Minutes 2 5 10 25 50 ""jOO,')
0.08 5 0.40 0.51 0.58 0.67 0.74 0.81
0.17 10 0.61 0.79 0.91 1.07 1.18 1.30
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0.25 ,"1'5T ('0.74) 0.98 ('1.14/ 1.34 1.49 ~, 1.63r
-,- ~-- -~,-
0.5 30 0.99 1.32 1.55 1.83 2.05 " 2.25
1 60 1.25 1.67 1.96 2.31 2.62 2.88
2 120 1.52 2.04 2.40 2.80 3.18 3.50
3 180 1.68 2.25 2.64 3.09 3.51 3.87
6 360 1.98 2.64 3.12 3.60 4.08 4.50
12 720 2.40 3.12 3.60 4.20 4.68 5.16
24 1440 2.64 3.60 4.08 4.80 5.28 6.00
TABLE 202-2: IOF and 100 Tables for Indianapolis. IN
City of Indianapolis
Stormwater Specifications Manual
Appendix page A2-2
May 10. 1995
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PHASE III
Detention Analysis - 100 Year
Onsite AC = 144650 ft^2
Total Rainfall Total Rainfall Outflow from Accum. Net Depth of Outflow
Tc AC Depth Volume Previous Inc. Outflow Volume Pond Rate
5 144650 0.81 9764 0 0 9764 1.90 5.21
10 144650 1.3 15670 1563.11 1563.11 14107 2.31 5.75
15 144650 1.63 19648 1723.53 3286.64 16362 2.50 5.98
30 144650 2.25 27122 5379.03 8665.68 18456 2.65 6.15
60 144650 2.88 34716 11076.11 19741.79 14974 2.38 5.83
Detention Analysis - 50 Year
Onsite AC = 144650 ft^2
Total Rainfall Total Rainfall Outflow from Accum. Net Depth of Outflow
Tc AC Depth Volume Previous Inc. Outflow Volume Pond Rate
5 144650 0.74 8920 0 0 8920 1.82 5.10
10 144650 1.18 14224 1529.85 1529.85 12694 2.20 5.61
15 144650 1.49 17961 1681.99 3211.84 14749 2.35 5.79
30 144650 2.05 24711 5215.17 8427.01 16284 2.50 5.98
60 144650 2.62 31582 10758.07 19185.08 12397 2.23 5.64
Detention Analysis - 10 Year
Onsite AC = 144650 11^2
Total Rainfall Total Rainfall Outflow from Accum. Net Depth of Outflow
Tc AC Depth Volume Previous Inc. Outflow Volume Pond Rate
5 144650 0.58 6991 0 0 6991 1.52 4.66
10 144650 0.91 109q9 1398.09 1398.09 9571 1.84 5.13
15 144650 1.14 13742 1538.23 2936.32 10805 1.96 5.29
30 144650 1.55 18684 4762.80 7699.12 10985 1.97 5.31
60 144650 1.96 23626 9549.87 17248.99 6377 1.44 4.54
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TABLE 305-1: Manning's "n" Values for Pipes
Pip'" M::!tArial
Concrete Pipe
Concrete Boxes
Corrugated Metal Pipe or Pipe Arch
2 2/3" x%:" Helical Corrugation
2 2/3" x%:" Annular Corrugation
15" to 36"
42" to 96"
3" x 1" Corrugation
5" xl" Corrugation
Structural Plate Pipe or Pipe Arch
6" x 2" Corrugation
9" x 2 Yl" Corrugation
Spiral Ribbed Corrugated Metal Pipe
(7 '%" x 3/4" x 3/4")
Smooth High Density Polyethylene {HDPE) and
smooth lined interior Polyvinyl Chloride IPVCI
Smooth Interior Corrugated HDPE
Ductile Iron Pipe
1;1
Mannjng'~ "n"
0.012
0.012
0.022
0.025
0.024
0.027
0.025
0.033
0.035
0.013
0.012
0.012
0.012
City of Indianapolis
Stormwater Specifications Manual
Appendix page A3-15
May 10, 1995
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12" PI PE FLOW VELOCITY
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0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.82 0.01 0.41 0.03 0.01 0.95
1.0 0.08 1.17 0.03 0.59 0.05 0.05 1.48
1.5 0.13 1.45 0.06 0.72 0.08 0.11 1.91
2.0 0.17 1.68 0.09 0.84 0.10 0.20 2.29
2.5 0.21 1.90 0.12 0;95 0.13 0.31 2.61
3.0 0.25 2.09 0.15 1.05 0.15 0.45 2.91
3.5 0.29 2.28 .0.19 1.14 0.17 0.60 3.17
4.0 0.33 2.46 0.23 1.23 0.19 0.78 3.41
4.5 0.38 2.64 0.27 1.32 0.20 0.98 3.62
5.0 0.42 2.81 0.31 1.40 0.22 1.18 3.82
5.5 0.46 2.97 0.35 1.49 0.24 1.40 3.99
6.0 0.50 3.14 3.14 0.39 0.39 1.57 1.57 0.25 0.25 1.63 1.63 4.15
6.5 0.54 2.97 0.43 1.65 0.26 1.86 4.29
7.0 0.58 2.81 0.48 1.74 0.27 2.10 4.41
7.5 0.63 2.64 0.52 1.82 0.28 2.33 4.51
8.0 0.67 2.46 0.56 1.91 0.29 2.56 4.60
8.8 0.73 2.17 0.62 2.06 CJ..30 2.90 4.69
9.0 0.75 2.09 0.63 2.09 0.30 2.97 4.71
9.5 0.79 1.90 0.67 2.19 0.30 3.15 4.73
10.0 0.83 1.68 0.70 2.30 0.30 3.31 4.73
10.5 0.88 1.45 0.73 2.42 0.30 3.43 4.70
11.0 0.92 1.17 0.75 2.56 0.30 3.50 4.64
11.5 0.96 0.82 0.77 2.73 0.28 3.50 4.52
12.0 1.00 0.00 0.785 3.14 0.25 3.26 4.15
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18" PIPE FLOW VELOCITY
Pipe diameter-
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0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.67 0.01 0.50 0.03 0.02 1.13
1.0 0.08 0.95 0.04 0.71 0.05 0.07 1.77
1.5 0.13 1.17 0.07 0.88 0.08 0.16 2.30
2.0 0.17 1.36 0.11 1.02 0.11 0.30 2.77
2.5 0.21 1.53 0.15 1.15 0.13 0.47 3.18
3.0 0.25 1.68 0.19 1.26 0.15 0.69 3.56
3.5 0.29 1.83 0.24 1.37 0.18 0.94 3.90
4.0 0.33 1.96 0.29 1.47 0.20 1.24 4.22
4.5 0.38 2.09 .0.35 1.57 0.22 1.56 4.52
5.0 0.42 2.22 0.40 1.67 0.24 1.92 4.80
5.5' 0.46 2.34 0.46 1.76 0.26 2.31 5.06
6.0 0.50 2.46 0.52 1.85 0.28 2.73 5.30
6.5 0.54 2.58 0.58 1.93 0.30 3.18 5.53
7.0 0.58 2.69 0.64 2.02 0.31 3.65 5.74
7.5 0.63 2.81 0.70 2.11 0.33 4.14 5.94
8.0 0.67 2.92 0.76 2.19 0.35 4.65 6.12
8.5 0.71 3.03 0.82 2.27 0.36 5.17 6.30
9.0 0.75 3.14 3.14 0.88 0.88 2.36 2.36 0.38 0.38 5.70 5.71 6.45
9.5 0.79 3.03 0.95 2.44 0.39 6.25 6.60
10.0 0.83 2.92 1.01 2.52 0.40 6.79 6.74
10.5 0.88 2.81 1.07 2.61 0.41 7.34 6.86
11.0 0.92 2.69 1.13 2.69 0.42 7.88 6.97
11.5 0.96 2.58 1.19 2.78 0.43 8.42 7.06
12.0 1.00 2.46 1.25 2.87 0.44 8.94 7.15
12.5 1.04 2.34 1.31 2.96 0.44 9.45 7.22
13.0 1.08 2.22 1.37 3.05 0.45 9.94 7.28
13.5 1.13 2.09 1.42 3.14 0.45 10.40 7.32
14.0 1.17 1.96 1.47 3.24 0.46 10.84 7.35
14.5 1.21 1.83 1.53 3.34 0.46 11.23 7.36
15.0 1.25 1.68 . 1.57 3.45 0.46 11.57 7.36
15.5 1.29 1.53 1.62 3.57 0.45 11.87 7.33
16.0 1.33 1.36 1.66 3.69 0.45 12.09 7.29
16.5 1.38 1.17 1.70 3.83 0.44 12.24 7.21
17.0 1.42 0.95 1.73 4.00 0.43 12.27 7.10
17.5 1.46 0.67 1.75 4.21 0.42 12.14 6.92
18.0 1.50 0.00 1.77 4.71 0.38 11.41 6.46
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18" PIPE FLOW VELOCITY
Pipe diameter=
18
inches
slope=
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ftJft
d (IN) d (FT) 8 (< 1/2) e (> 1/2) -A (< 112) A (> '112) P (< 112) P (> 1/2) R (< 1/2) R (>1/2) Q (< 1/2) Q (> 112) V (FT/S)
0.0 0.00 0.00 0.00 0:00 0.00 0.00 0
0.5 0.04 0.67 0.01 0.50 0.03 0.01 1.01
1.0 0.08 0.95 0.04 0.71 0.05 0.06 1.59
1.5 0.13 1.17 0.07 0.88 0.08 0.14 2.06
2.0 0.17 1.36 0.11 1.02 0.11 0.27 2.47
2.5 0.21 1.53 0.15 1.15 0.13 0.42 2.84
3.0 0.25 1.68 0.19 1.26 0.15 0.62 3.18
3.5 0.29 1.83 0.24 1.37 0.18 0.84 3.49
4.0 0.33 1.96 0.29 1.47 0.20 1.10 3.78
4.5 0.38 2.09 0.35 1.57 0.22 1.40 4.04
5.0 0.42 2.22 0.40 1.67 0.24 1.72 4.29
5.5 0.46 2.34 . 0.46 1.76 0.26 2.07 4.53
6.0 0.50 2.46 0.52 1.85 0.28 2.45 4.74
6.5 0.54 2.58 0.58 1.93 0.30 2.84 4.95
7.0 0.58 2.69 0.64 2.02 0.31 3.26 5.14
7.5 0.63 2.81 0.70 2.11 0.33 3.70 5.31
8.0 0.67 2.92 0.76 2.19 0.35 4.16 5.48
a.5 0.71 3.03 0.82 2.27 0.36 4.62 5.63
9.0 0.75 3.14 3.14 0.88 0.88 2.36 2.36 0.38 0.38 5.10 5.10 5.77
9.5 0.79 3.03 0.95 2.44 0.39 5.59 5.91
10.0 0.a3 2.92 1.01 2.52 0.40 6.08 6.03
10.5 0.88 2.81 1.07 2.61 0.41 6.56 6.13
11.0 0.92 2.69 1.13 2.69 0.42 7.05 6.23
11.5 0.96 2.58 1.19 2.78 0.43 7.53 6.32
12.0 1;00 2.46 1.25 2.87 0.44 8.00 6.39
12.5 1.04 2.34 1.31 2.96 0.44 8.46 J?::46 .
13.0 1.08 2.22 1.37 3.05 0.45 8.89 ..a'.st
13.5 1.13 2.09 1.42 3.14 0.45 9.31 a,Q~
14.0 1.17 1.96 1.47 3.24 0.46 9.69 6.57
14.5 1.21 1.83 1.53 3.34 0.46 10.04 6.58
15.0 1.25 1.68 1.57 3.45 {) .46 10.35 6.58 "
15.5 1.29 1.53 1.62 3.57 0.45 10.61 6.56
16.0 1.33 1.36 1.66 3.69 0.45 , 10.82 6.52
16.5 1.38 1.17 1.70 3.83 0.44 10.94 6.45
17.0 1.42 0.95 1.73 4.00 0.43 10.97 6.35
17.5 1.46 0.67 1.75 4.21 0.42 10.86 6.19
18.0 1.50 0.00 1.77 4.71 0.38 10.21 5.78
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21" PIPE FLOW VELOCITY
Pipe diameter=
21
inches
slope=
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ftIft
d (IN) d (FT) e (< 1/2) 9 (> 1/2) A (< 1/2) A (> 1/2) P (< 112l P (> 1/2) R (< 1/2) R (> 1/2) Q (< 1/2) Q (> 1/2) V (FT/S)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.62 0.01 0.54 0.03 0.01 0.72
1.0 0.08 0.88 0.04 0.77 0.05 0.05 1.14
1.5 0.13 1.06 O.OB 0.95 0.08 0.11 1.48
2.0 0.17 1.25 0.12 1.10 0,11 0.21 1.78
2.5 0.21 1.41 0.16 1.23 0.13 0.33 2.05
3.0 0.25 1.55 0.21 1.36 0.16 OA8 2.30
3.5 0.29 1.6B 0.26 1.47 0.18 0.67 2.52
4.0 0.33 1.81 0.32 1.58 0.20 0.87 2.74
4.5 0.38 1.93 0.38 1.6B 0.22 1.11 2.93
5.0 0.42 2.04 0.44 1.78 0.25 1.37 3.12
5.5 0.46 2.15 0.50 1'.88 0.27 1.65 3.30
6.0 0.50 2.26 0.57 1.97 0.29 1.96 3.46
6.5 0.54 2.36 0.63 2.06 0.31 2.29 3.62
7.0 0.58 2.46 0.70 2.15 0.33 2.64 3.76
7.5 0.63 2.56 0.77 2.24 0.34 3.01 3.90
8.0 0.67 2.66 0.84 2.33 0;36 3.39 4.03
8.5 0.71 2.76 0.91 2.41 0.38 3.79 4.16
9.0 0.75 2.85 0.98 2.50 0.39 4.21 4.27
9.5 0.79 2.95 1.06 2.58 0.41 4.63 4.38
10.0 0.83 3.05 1.13 2.67 0.42 5.07 4.48
10.5 0.88 3,14 1.20 2.75 0.44 5.51 4.58
11.0 0.92 3.05 1.28 2.83 0.45 5.96 4.67
11.5 0.96 2.95 1,35 2.92 0.46 6.41 4.75
12.0 1.00 2.85 1.42 3.00 0.47 6.86 4.83
12.5 1.04 2.76 1.49 3.08 0.48 7.31 4.90
13.0 1.08 2.66 1.56 3.17 0.49 7.76 4.96
13.5 1.13 2.56 1.63 3.26 0.50 8.20 5.02
14.0 1.17 2.46 1.70 3.34 0.51 8.64 5.07
14.5 1.21 2.36 1.77 3.43 0.52 9.06 5.12
15.0 1.25 2.26 1.84 3.52 0.52 9.47 5.15
15.5 1.29 2.15 1.90 3.62 0.53 9.86 5.18
16.0 1.33 2.04 1.97 3.71 0.53 10.23 5.20
16.5 1.38 1.93 . 2.03 3.81 0.63 10.58 5.22
17.0 1.42 1.81 2.09 3.92 0.53 10.90 5.22
17.5 1.46 1.68 2.14 4.03 0.53 11.18 5.22
18.0 1.50 1.55 2.19 4.14 0.53 11.43 5.21
18.5 1.54 1.41 2.24 4.26 0.53 11.62 5.18 "-
19.0 1.58 1.25 2.29 4.40 0.52 11.77 5.14
19,5 1.63 1.06 2.33 4.55 0.51 11.85 5.09
20.0 1.67 0.8B 2.36 4.73 0.50 11.84 5.01
20.5 1.71 0.62 2.39 4.96 0.48 11.69 4.89
21.0 1.75 0,00 2.41 5.50 0.44 11.02 4.58
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24" PIPE FLOw VELOCITY
Pipe diameter= 24 inches slope= 0.005 ftlft
d (IN) d (FT) e (< 1/2) e (> 1/2) A (< 1/2) A (> 1/2) P (< 1/2) P (> 1/2) R (< 1/2) R (> 1/2) Q (< 1/2) Q (> 1/2) V (FT/S)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.58 0.02 0.58 0.03 0.01 0.80
1.0 0.08 0.82 0.04 0.82 0.05 0.06 1.26
1.5 0.13 1.01 0.08 1.01 0.08 0.13 1.64
2.0 0.17 1.17 0.13 1.17 0.11 0.25 1.97
2.5 0.21 1.31 0.17 1.31 0.13 0.39 2.28
3.0 0.25 1.45 0.23 1.45 0.16 0.58 2.55
3.5 0.29 1.57 0.28 1.57 0.18 0.80 2.61
4.0 0.33 1.68 0.34 1.68 0.20 1.05 3.05
4.5 0.38 1.79 0,41 1.79 0.23 1.33 3.27
5.0 0.42 1.90 0.4'7 1.90 0.25 1.65 3.48
5.5 0.46 2.00 0.54 2.00 0.27 2.00 3.68
6.0 0.50 2.09 0.61 2.09 0.29 2.38 3.87
6.5 0.54 2.19 0.69 2.19 0.31 2.79 4.05
7.0 0.58 2.28 0.76 2.28 0.33 3.22 4.23
7.5 0.63 2.37 0.84 2.37 0.35 3.68 4.39
8.0 0.67 2.46 0.92 2.46 0.37 4.16 4.54
8.5 0.71 2.55 1.00 2.55 0.39 4.67 4.69
9.0 0.75 2.64 3.65 1.08 1.08 2.64 2.64 0.41 0.41 5.20 5.20 4.83
9.5 0.79 3.56 1.16 2.72 0.43 5.74 4.96
10.0 0.83 3.48 1.24 2.81 0.44 6.31 5.09
10.5 0.88 3.39 1.32 2.89 0.46 6.88 5.21
11.0 0.92 3.31 1.40 2.97 0.47 7.48 5.32
11.5 0.96 3.22 1.49 3.06 0.49 8.08 5.43
12.0 1..00 3.14 1.57 3.14 0.50 8.69 5.53
12.5 1.04 3.06 1.65 3.22 0.51 9.31 5.63
13.0 1.08 2.97 1.74 3.31 0.53 9.93 5.71
13.5 1.13 2.89 1.82 3.39 0.54 10;55 5.80
14.0 1.17 2.81 1.90 3.48 0.55 11.16 5.87
14.5 1.21 2.72 1.98 3.56 0.56 11.80 5.95 .....
15.0 1.25 2.64 2.07 3.65 0.57 12.41 6.01 """"
15.5 1.29 2.55 2.15 3.73 0.57 13.02 6.07
16.0 1.33 2.46 2.22 3.82 0.58 13.62 6.12
16.5 1.38 2.37 2.30 3.91 0.59 14.20 6.17
17.0 1.42 2.28 2.38 4.00 0.59 14.77 6.21
17.5 1.46 2.19 2.45 4.09 0.60 15.32 6.24
18.0 1.50 2.09 2.53 4.19 0.60 15.84 6.27 ~
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12" PIPE FLOW VELOCITY
~ c:::::J
Pipe diameter=
12
inches
Slope=
0.01
fUft
ell (IN) ell (FT) e (< 1/2) 8 (> 1/2) A (< 1/2) A (> 1/2) P (< 1/2) P (> 1/2) ~(< 1/2) R (>-172) Q (< 1/2) Q (> 1/2) V (FTfS)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.82 0.01 0.41 0.03 0.01 1.12
1.0 0.08 1.17 0.03 0.59 0.05 0.05 1.76
1.5 0.13 1.45 0.06 0.72 0.08 0.13 2.27
2.0 0.17 1.68 0.09 0.84 0.10 0.23 2.71
2.5 0.21 1.90 0.12 0.95 0:13 0.37 3.10
3.0 0.25 2.09 0.15 1.05 0.15 0.53 3.45
3.5 0.29 2.28 0.19 1.14 .0.17 0.72 3.76
4.0 0.33 2.46 '0.23 1.23 0.19 0.93 4.05
4.5 0.38 2.64 0.27 1.32 0.20 1.16 4.30
5.0- 0.42 2.81 0.3.1 1.40 0.22 1.40 4.53
5.5 0.46 2.97 0.35 1.49 . 0.24 1.66 4.74
6.0 0.50 3.14 3.14 0.39 0.39 1.57 1.57 0.25 0.25 1.93 1.93 4.93
6.5 0.54 2.97 0.43 1.65 0.26 2.21 5.09
7.0 0.58 2.81 0.48 1.74 0.27 2.49 5.23 ~
7.5 0.63 2.64 0.52 1.82 0.28 2.76 5.35 ..
a.. 0 0.67 2.46 0.56 1.91 0.29 3.03 5.45
8.8 0.73 2.17 0.62 2.06 0.30 3.44 5.57
9.0 0.75 2.09 0.63 2.09 0.30 3.53 5.59
9.5 0.79 1.90 0.67 2.19 0.30 3.74 5.61
10.0 0.83 1.68 0.70 2.30 0.30 3.93 5.61
10.5 0.88 1.45 0.73 2.42 0.30 4.07 5.58
11.0 0.92 1.17 0.75 2.56 0.30 4.15 5.50
11.5 0.96 0.82 0.77 2.73 0.28 4.15 5.36
12.0 1.00 0.00 . 0.785 3.14 0.25 3.87 4.93
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18" PIPE FLOW VELOCITY
c::::J
Pipe diameter~
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inches
slope::;
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ftlft
d (IN) d (FT) e (<-1/2) a (> 1/2) A (< 1/2) A (> 1/2) P (< 1/2) P (> 1/2) R (< 1/2) R (> 1/2) Q (<-1/2) Q (> 1/2) V (FT/S)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.67 0.01 0.50 0.03 0.02 1.11
1.0 0.08 0.95 0.04 0.71 0.05 0.07 1.75
1.5 0.13 1.17 0.07 0.88 0.08 0.16 2.27
2.0 0.17 1.36 0.11 1.02 0.11 0.29 2.72
2.5 0.21 1.53 0.15 1.15 0.13 0.47 3.13
3.0 0.25 1.68 0.19 1.26 0.15 0.68 3.50
3.5 0.29 1.83 0.24 1.37 0.18 0.93 3.84
4.0 0.33 1.96 0.29 1.47 0.20 1.22 4.t6
4.5 0.38 2.09 .0.35 1.57 0.22 1.54 4.45
5.0 0.42 2.22 0040 1.67 0.24 1.89 4.73
5.5 0.46 2.34 0.46 1.76 0.26 2.28 4.98
6.0 0.50 2.46 0.52 1.85 0.28 2.69 5.22
6,5 0.54 2.58 0.58 1.93 0.30 3.13 5.45
7.0 0.58 2.69 0.64 2.02 0.31 3.59 5.66
7.5 0.63 2.81 0.70 2.11 0.33 4.08 5.85
8.0 0.67 2.92 0.76 2.19 0.35 4.58 6.03 ~
8.5 0.71 3.03 0.82 2.27 0.36 5.09 6.20 1-"
9.0 0.75 3.14 3.14 0.88 0.B8 2.36 2.36 0.38 0.38 5.62 5.62 6.36
9.5 0.79 3.03 0.95 2.44 0.39 6.15 6.50
10.0 0.83 2.92 1.01 2,52 0.40 6.69 6.63
10.5 0.88 2.81 1.07 2.61 0.41 7.23 6.75
11.0 0.92 2.69 1.13 2.69 0.42 7.76 6.86
11.5 0.96 2.58 1.19 2.78 0.43 8.29 6.96
12.0 1.00 2.46 1.25 2.87 0.44 8.81 7.04
12.5 1.04 2.34 1.31 2.96 0.44 9,31 7.11
13.0 1.08 2.22 1.37 3.05 0.45 9.79 7,17
13.5 1,13 2.09 1.42 3.14 0.45 10.25 7.21
14.0 1.17 1.96 1.47 3.24 0.46 10.67 7.24
14.5 1.21 1.83 1.53 3.34 0.46 11.06 7.25
15.0 1.25 1.66 1.57 3.45 0.46 11.40 7.24
15.5 1.29 1.53 1.62 3.57 0.45 11.69 7.22
16.0 1.33 1.36 1.66 3.69 0.45 11.91 7.18
16.5 1,38 1.17 1.70 3.83 0.44 12.05 7.10
17.0 1.42 0.95 1.73 4.00 0.43 12,08 6.99
17.5 1.46 0.67 1.75 4.21 0042 11.96 6.82 -
18.0 1.50 0.00 1.77 4,71 0.38 11.24 6.36
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Structure #17 Calculations
,Detention Analysis -100 Year
Onsite AC = 144650 ft^2
Total Rainfall Total Rainfall Outflow from Accum, Net Depth of Outflow
Te AC Depth Volume Previous Inc. Outflow Volume Pond Rate
5 144650 0.81 9764 0 0 9764 1.90 5.21
10 144650 1.3 15670 1563,11 1563.11 14107 2.31 5.75
15 144650 1.63 19648 1723.53 3286.64 16362 2.50 5,98
21.5 144650 1.9 22903 2330.91 5617.56 17285 2.50 5.98
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Detention Analysis - 100 Year
PHASE III
Split drainage between legal drain and detention pond
Calculate Q for drainage pipe
Drain pipe diameter = 12"
Total Rainfall Difference Total Rainfall Outflow from Accum. Net Depth of Outflow
Tc AC Depth Volume Previous Inc. Outflow Volume Pond Rate
21.5 144650 1.9 0 18456 0 0 0 0.000 0.00
21.2 144650 1.93 0.03 362 0.00 0.00 362 0.030 0.65
22.1 144650 1.97 0.07 844 35.35 35.35 808 0.060 0.93
22.55 144650 1.99 0.09 1085 25.00 60.35 1025 0.080 1.07
+
lS"'
~~~~~~~~~~~~~~~~~~~
12" PIPE FLOW VELOCITY
Pipe diameter=
12
inches
SIDpe~
0.0063
ftlft
d (iN) d (fT) 8 (< 1/2) 8 (> -f/2) A (< 1/2) A (> 1/2) P(<1/2) P (> 1/2) R (< 1/2) R (> 1/2) Q (< 1/2) Q (> 1/2) V (FT/S)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.82 0.01 0.41 0.03 0.01 0.89
1.0 0.08 1.17 0.03 0.59 0.05 0.04 1.40
1.5 0.13 1.45 0.06 0.72 0.08 0.10 1.80
2.0 0.17 1.68 0.09 0.84 0.10 0.19 2.15
2.5 0.21 1.90 0.12 0.95 0.13 0.29 2.46
3.0 0.25 2.09 0.15 1.05 0.15 0.42 2.74
3.5 0.29 2.28 0.19 1.14 0.17 0.57 2.99
4.0 0.33 2.46 . 0.23 1.23 0.19 0.74 3.21
4.5 0.38 2.64 0.27 1.32 0.20 0.92 3.41
5.0 0.42 2.81 0.31 1.40 0.22 1.11 3.60
5.5 0.46 2.97 0.36 1.49 0.24' 1.32 3.76
6.0 0.50 3.14 3.14 0.39 0.39 1.57 1.57 0.25 0.25 1.54 1.54 3.91
6.5 0.54 2.97 0.43 1.65 0.26 1.75 4.04
7.0 0.58 2.81 0.48 1.74 0.27 1.98 4.15
7.5 0.63 2.64 0.52 1.82 0.28 2.19 4.25
8.0 0.67 2.46 0.56 1.91 0.29 2.41 4.33
8.8 0.73 2.17 0.62 2.06 0.30 2.73 4.42
9.0 0.75 2.09 0.63 2.09 0.30 2.80 4.43
9.5 0.79 1.90 0.67 2.19 0.30 2.97 4.46
10.0 0.83 1.68 0.70 2.30 0.30 3.12 4,46
10.5 0.88 1.45 0.73 2.42 0.30 3.23 4.43
11.0 0.92 1.17 0.75 2.56 0.30 3.29 4.37
11.5 0.96 0.82 0.77 2.73 0.28 3.29 4.25
12.0 1.00 0.00 0.785 3.14 0.25 3.07 3.91
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12" PIPE FLu"" VELOCITY
Pipe diameter=
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Slope=
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ftIft
d (IN) d (FT) e (< 1/2) e (> 1/2) A (< 1/2) A (> 1/2) P (< 1/2) P (> 1/2) R (< 1/2) R (> 1/2) Q (< 1/2) Q (> 1/2) V (FT/S)
0.0 0.00 0.00 0,00 0.00 0.00 0.00 0
0,5 0.04 0.82 0.01 0.41 0.03 0.01 0.79
1.0 0,08 1.17 0.03 0.59 0.05 0.04 1.24
1.5 0.13 1.45 0.06 0.72 0.08 0.09 1.61
2.0 0.17 1.68 0.09 0.84 0,10 0.17 1.92
2.5 0.21 1.90 0.12 0.95 0.13 0:26 2,19
3.0 <l.25 2.09 0.15 1.05 0.15 0.37 2.44
3,5 0.29 2.28 0,19 1.14 0.17 0.51 2.66
4.0 0:33, 2.46 '0.23 1.2,3 0.19 0.66 2.86
4.5 0.38 2.64 0.27 1.32 0.20 0,82 3.04
5.0 0.42 2.81 0.31 1.40 0.22 0.99 3,21
5.5 0.46 2.97 0.35 1.49 0.24 1.18 3.35
6.0 0.50 3,14 3.14 0.39 0.39 1.57 1.57 0.25 0.25 1.37 1,37 3.48
6,5 0.54 2.97 0.43 1.65 0,26 1.56 3.60
7.0 0.58 2.81 0.48 1.74 0.27 1.76 3.70
7.5 0.63 2,64 0.52 1.82 0.28 1.96 3.79
8.0 0,67 2.46 0.56 1.91 0.29 2.15 3.86
8.8 0.73 2.17 0.62 2.06 0.30 2.43 3,94
9.0 0.75 2.09 0,63 2,09 0.30 2.50 3.95
9.5 0.79 1.90 0.67 2.19 0.30 2.65 3.97
10,0 0.83 1.68 0.70 2.30 0.30 2.78 3.97
10.5 0.88 1.45 0.73 2.42 0.30 2.88 3.95
11.0 0.92 1.17 0.75 2.56 0.30 2.93 3.89
11.5 0.96 0.82 0.77 2.73 0.28 2.93 3.79
12.0 1.00 0.00 0.785 3,14 0.25 2.74 3.48
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15" PIPE FLOW VELOCITY
Pipe diameter=
15
inches
slope::;
0.005
d (IN) d (FT) 9 (< 1/2) e (> 112) A (< 112) A (> 112) 1'(< 1/2) V(> 1/2) R (< 1/2) R1> 112) QT< 1/2) Q-{>'1/2) V (FT/S)
0.0 0.00 0.00 0.00 0.00 0.00 0.00 0
0.5 0.04 0.73 0.01 0.46 0.03 0.01 O.BO
1.0 0.08 1.04 0.04 0.65 0.05 0.04' 1.25
1.5 0.13 1.29 0.06 0.80 0.08 0.10 1.62
2.0 0.17 1.50 0.10 0.93 0.10 0.19 1.94
2.5 021 1.68 0.13 1.05 0.13 0.30 2.23
3.0 0.25 1.85 0.17 1.16 0.15 0.43 2.49
3.5 0.29 2.02 0.22 1.26 0.17 0.59 2.72
4.0 0.33 2.17 0.26 1.36 0.19 0.77 2.94
4.5 0.38 2.32 0.31 1.45 0.21 0.97 3.14
5.0 0.42 2.46 0.36 1.54 0.23 1.19 3.32
5.5 0.46 2.60 0.41 1.63 0.25 1.42 3.49
6.0 0.50 2.74 0.46 1.71 0.27 1.67 3.65
6.5 0.54 2.87 0.51 1.80 0.28 1.93 3.79
7.0 0.58 3.01 0.56 1.88 0.30 2.20 3.92
7.5 0.63 3.14 3.14 0.61 0.61 1.96 1.96 0.31 0.31 2.48 2.48 4.04
8.0 0.67 3.01 0.67 2.05 0.33 2.76 4.15
8.5 0.71 2.87 'D.n 2.13 0.34 3.05 4.25
9.0 0.75 2.74 0.77 2.22 0.35 3.33 4.34
9.5 0.79 2.60 0.82 2.30 0.36 3.61 4.41
10.0 0.83 2.46 0.87 2.39 0.36 3.89 4.48
10.5 0.88 2.32 0.92 2.48 0.37 4.15 4.53
11.0 0.92 2.17 0.96 2.57 0.38 4.41 4.57
11.5 0.96 2.02 1.01 2.67 0.38 4.64 4.59
12.0 1.00 1.85 . 1.05 2.77 0.3,8 4.85 4.61
12.5 1.04 1.68 1.09 2.86 0.38 5.03 4.61
13.0 1.08 1.50 1.13 2.99 0.38 5.18 4.59
13.5 1.13 1.29 1.16 3.12 0.37 5.29 4.55
14.0 1_17 1.04 1.19 3.27 0.36 5.34 4.48 .;;;;-
14.5 1.21 0.73 1.21 3.47 0.35 5.30 4.36
15.0 1.25 0.00 1.23 3.93 0.31 4.96 4.04
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BMPOPERATIONS AND
MAINTENANCE MANUAL
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St. Christopher's Episcopal Church
Phase III
Carmel, Indiana
Operations and Maintenance Manual
June 19, 2008
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I.
General
The following manual is an operations and maintenance manual intended for
the BMP's installed for the 81. Christopher's Episcopal Church project. For
the purposes of this manual a BMP (Best Managemcnt Practice) is defined as
a structural measure designed to reduce the amount of pollutants within
storm water runoff.
II.
Installed BMP's
The BMP being installed is the Envirpod Catch Basin Inseli. The Enviropod
insert is only being used to remove pollutants from grassy, landscaped and
roofed areas that arc flowing into the on-site detention ponds.
The Enviropod insert consists of a screening bag that is SllppOlicd by a
stainless steel cage. The Enviropod insert is designed to remove the
following, but not limited, pollutants: floating debris, oil and grease.
IlL
BMP Locations
See Appendix A for a plan view of BMP location as well as cross-sectional
details showing the BMP's and all applicable features.
IV.
Routine BMP Inspections
All BMP's shall be inspected on a quarterly basis. When inspecting the
BMP's the following procedures shall be followed:
Enviropod Catch Basin lnsert
To determine whether or not the Enviropod Catch Basin Insert should be
cleaned the following criteria shall be used:
a. Sediment Catching Capacity
At the time of the quarterly inspection all debris shall be removed from the
bag using the following procedure:
I. Establish a safe working area
II. Remove grate
Ill. Remove the bag from the Enviropod with two manhole cover
hooks through the loops at the top of the bag. Excess debris should
be scooped out first if the bag is near fu II.
IV. lnspect Oil absorbent pOLlches
v. Pour contents of bag into disposal container
VI. Clean sediment and oils ii'om sides of bag by shaking and/or
brushing, taking care not to damage the bag.
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VII. Inspect bag. If bag has been torn replace bag.
VIII. Place bag in Enviropod while making sure that the loose ends of
the steel ring inside the bag are joined together with the connector
tube
IX. Replace grate
b. Oil Absorbing Capacity
1. During step 4 of the above procedure examine whether or not the
pouches are dark with oil.
11. If the pouches are dark with oil replace with new pouches during
step 8 of the above procedure.
To order new oil absorbent pouches and/or Enviropod bags contact the
maintenance department at Contech Stormwater Solutions at
1-800-395-0608.
A maintenance log for the Enviropod catch basin inseli is provided in
Appendix C of this manual.
V.
BMP Cleaning
Enviropod Catch Basin Insert
See Section IV(b) of this Operations and Maintenance Manual
VI.
Routine BMP Maintenance
The following routine site maintenance steps shall be taken to help ensure that
the BMP's operate at there designed capacity. They are as follows:
a. Daily litter removal from the property including, but not limited to, the
parking lot and landscaping areas.
b. Routine mowing, and removal of lawn refuse around inlets located within
landscaped areas.
c. Routine maintenance of drainage swales to make sure runoff is flowing
properly to inlets.
VII. Remedial Maintenance ofBMP's
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Remedial maintenance of BMP's includes, but is not limited to full BM?
replacement, 8MP component replacement and/or outlet/inlet rehabilitation.
If during the routine inspections, the inspector notices any structural
deticiencies, or components that are not functioning properly after BMP
cleaning has taken place, the engineer should be notitied immediately. The
engineer will then determine the extent of repairs which need to be made. It
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will be the engineer's responsibility to notify The City of Carmel Department
of Engineering to get any BMP repairs approved before making any repairs.
vm. BMP Access bv City of Carmel Staff and Maintenance Personnel
[n accordance with section 701.07 of the City of Carmel Stormwater
Technical Standards Manual, which states" A II stormwater quality
management systems, including detention or retention basins, filter strips,
pocket wetlands, in-line filters, infiltration systems, conveyance systems,
structures and appurtenances located outside of the right-of-way shall be
designated as common areas or incorporated into permanent easements", all
areas falling within I 0' of the enclosed storm sewer system, along with the
drive approach into the parking lot shall be considered "common areas".
These common areas shall be used by City of Carmel Staff and City of
Carmel/Property Owner designated personnel to perform inspections and or
maintenance of the enclosed stormwater system and/or BMP's within the
propeliy.
An easily accessible route to all BMP's shall be maintained at all times by the
owner.
By signing the Owner Acknowledgement Agreement the Owner is authorizing
the aforementioned areas to be designated as "common areas" thus allowing
access as described in paragraphs 1 & 2 of Section VII of th is manual.
IX.
BMP Owner Information
All BMP's located within the Medical Drive Shopps property will he owned
and operated by:
S1. Christopher's Episcopal Church
1402 West Main S1.
Carmel, TN 46032
At this time the President ofS1. Christopher's Episcopal Church assumes all
responsibility of BMP inspection and maintenance. lfin the future the Church
President chooses to turn responsibility of BMP inspection and maintenance
over to another person or entity, The City of Carmel Department of
Engineering shall be notified and provided with that person or entity's contact
information.
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XI.
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Required Submittals
The owner shall subm it annua I inspection reports to the City of Carmel
Department of Engineering beginning one year after construction is
completed. Subsequent rep011s shall be due each year within the same month
as the initial report. The repOLi shall contain the follO\'ving information:
a. Copies of maintenance logs of each BMP
b. Description of maintenance performed to mitigate any deficiencies that
were described in the maintenance logs.
c. Dates and contact information ofperson(s) who performed maintenance
on the BMP's
lfthe inspection report is not received within the month it is due, if there are
deficiencies which were not included in the report, or if any deficiencies
included in the report are not addressed in a timely manner, the BMP owner
faces enforcement action as deemed necessary by the City of Carmel.
Appendicies
a. BMP Locations & Cross Section Details
b. Enviropod Catch Basin Insert Maintenance Log
XII. References
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Contech Construction Products, Inc., Stormwater Solutions
9025 Center Pointe Drive, Suite 400
West Chester, Of-! 45069
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Appendix A
BMP Locations & Cross Section Details
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ENVIROPOD
LOCA TIONS
\
,)
EXISTING
EDUCA TION
FACILITY -{
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ST. CHR~STOPHIER'S CHURCH PH m
ENVIROPOD CATCH BASIN INSERT LOCATIONS
I
GENERAL NOTES
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I} ENVIROPOD BY STORMVvATER3GO, PORTLAND, OREGON (800) 548-4GG7.
2) ENVIROFOD CAN BE USED IN DROP IN OR CURB INLET APPLICATIONS.
3) STANDARD FRAME SIZES IN STOCK. CUSTOM SIZES AVAILABLE.
4) STANDARD BAGS RETAIN PARTICLES 1000 MICRONS OR LARGER. BAGS ARE ALSO AVAILABLE IN ALTERNATE MESH SIZES.
5) BOTTOM OF BAG MUST BE HIGHER THAN CROWN OF OUTLET/INLET I~IPES. STANDARD UNIT ALLOWS 24", 5rlALLOW u~m5
AVAILABLE.
G) REPLACEABLE OIL ABSORBENT FOUCHES STANDARD IN EVERY BAG.
7) ALL EtNIROPODS REQUIRE REGULAR MAINTENANCE TO PERfORM AT SPECIFIED FLOW RATES. REFER TO OPERATION AND
MAINTENANCE GUIDELINES FOR MORE INFORMATlmJ.
UV_RES.l5IANI
DIVERTER PANELS
.44 ~ -:.. ':4
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STAINLESS STEEL
fRAME
SCREENING BAG
... .'
'. .d
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""
ENVIROPOD
PLAN S"A'Q~:.r CD
" HE-EAfEH-BASIN
(BY OTHERS)
STAINLESS STEEL
EXTERNAL BAG FRAME
-. .. - .... --.. ..
. .... .."... .
uv RESISTANT 2'-2' MIN
DIVERJER FANELS [SEE NOTE Xl
BYPASS OPENING
SCREENING BAG
.. ... n. .... .
. ".. .... ... .
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ENVIROPOD - SECTION sCA~!f:.r G)
UNIT CATCH BASIN SIZES DEBRIS CAPACITY
EPDI18 , 8 18" X '8" TO 24" X 24" I ., CU FT
EPDI2424 24" X 24" 1034" X 34" 2.8 CU FT
EPDI243b 24" X 3G" TO 3G" X 48" 3.9 CU. FT
EPDI3535 35" X 35" TO 45" X 48" 5.4 CU FT
STOCK UNITS SHOWN; OTHE.RS AVAILABLE.
WATER QUALITY FLOW RATE
1.8CF5
3.2 CF5
4.0 CFS
5.4 CF5
PEAK BYPASS fLOW RATE
2.G CF5
39 CFS
48 CF5
58 CF5
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ENVIROPOD - DROP-IN CATCH BASIN INSERT
PLAN AND SECTION VI EWS
STANDARD DETAIL
www.stOm.lwater360.com
DATE:G9121105 SCALE: NONE
FilE NAME: EP-C-DTl
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Appendix B
Enviropod Maintenance Log
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INSPECTION & MAINTENCE LOG - ENVIROPOD CATCH BASIN INSERT
MEDICAL DRIVE SHOPPS - LOCATION 1fSTRUCTURE 11
Oil Oil Absorbent
Empty Bag Bag Absorbent Pouch Additional
Inspection Inspector Bag Inspection Replaced Pouch Replaced Maintenance Additional
Date Name Yor N Comments Y or N Condition Y or N Performed Comments