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HomeMy WebLinkAboutStormwater Mgmt System r ' i~ ,-":II. - "(fI 116th STREET AND GUILFORD ROAD PROJECT 116th Street and Guilford Road CARMEL, INDIANA STORMWATER MANAGEMENT SYSTEM TECHNICAL INFORMATION REPORT PREPARED BY: MELTON-PACKARD AND ASSOCIATES 8444 Castlewood Drive, Suite 700 Indianapolis, Indiana 46250 . Phone: (317) 577-0069 Fax: (317) 577-1879 r -ff "116th STREET AND GUILFORD ROAD PROJECT CARMEL, INDIANA STORMWA TER MANAGEMENT SYSTEM TECHNICAL INFORMATION REPORT TABLE OF CONTENTS PROFESSIONAL CERTIFICATION SITE VICINITY MAP REPORT APPENDIX . RAIN FALL DATA . SOilS DATA ." FEMA FIRM MAP . HydroCAD@ ROUTING DIAGRAM . HydroCAD@ 10 YEAR STORM ROUTINGS - PIPE SIZING . HydroCAD@ 2 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE . HydroCAD@ 10 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE . HydroCAD@ 100 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE . FLOWMASTER WORKSHEET FOR PIPE CAPACITY STR.135 TO STR.134 (116TH STREET PROJECT) . DEVELOPED DRAINAGE EXHIBIT T .~ 116TH STREET AND GUILFORD ROAD PROJECT MARION COUNTY, INDIANA STORMWA TER MANAGEMENT SYSTEM TECHNICAL INFORMATION REPORT PROFESSIONAL CERTIFICATION _ {\I\ ~h /' .,.'\\\\\,,! '-" '1;1 ,~~: \~ :..~.!!.~j~~~ ~,,!' ~;.;> ./$.-(:,\ S T i::"tj'..... dV;o .~ ;',: ...~~. ,,~.~r(;. 1$';;.. ~ .... "'-'::'!Oo .. .~' t\ J 0 .. ,# ."~ :: (:)' .' rc-,d .. ~ -: ::: ",f~:' ! f ~. ~ .";%J .:; -;, ~.",,.,J : 1 a n. ~ 4 ;. ;;9,:_ ::.~ I '.J.; ~t.~ ::t :;'~1 .4..luO :~~ ~ J;;C \ STA....E O'F .. t.(.J .~ i/f:" ,......., . i t ~ ;: ~.';-;<' \.. / ... .~~.;: ~"I ~ .", t\I D I A ~.~ ...e.'~ ~Jf/*'tt l!j;,'.. "('1 n .CJ..' . oP.-...', \). ~:tl' ~, "/~')Il'\ :"_:0 "...~~ ~~~~ ,/Il;.. tJ tV t~ t .t,.... ~i.;~'Vl ~'.f. 1 J J" 't- ~ *,-"A~..'i t; I j g i U-i,ii i~~'V'. Donald M. Gwinnup, Jr. Registered Professional Engineer No. 19864 State of Indiana The following report and accompanying computations have been developed by me or under my direct supervision. 1 _!~k i{.;;]j,;j\;,j';~4t:rlU,).\;;;,,1"~.~ ~"',I ~. "...>:' '..,'J:.:: -.....~I1-r~@~) , , (/ K L~.:. \.J~tJ:.; ~:>ez 'l)j~ ~'C ": ' ~"'I cZ:) 1..B;;~ -,1'/;- . dh T)f''"''~ ''1 =, ]: -. ~ ( ""('"10'/ i~;' ---~ H/'i~.;:~n;;.~ , L~;\/y~lFW ~~~~:'f':7!J,'R r. ~.'..i0 k.;'/',:-:,~:::):",~;,( . ':t~O:'f: It)&.~::... ~ '::- f\ l~" -J, .> ~. ~ II:~; 'Jr, :; : ~ ,-,:. .. ~:~-~'.J'::", ,< ~~~;.i" ? ~ Ii' I: ~.. &f .... ~:.I;"''''''''4. ~..~'"'o .' r I,X' ....'oj , "::.:':;:.:e.:-.' :' }:.;'i\ .~,' ~ ',' :: ;;"1_. :1!ts)...._:.!{~. '. .'-J.... .' ':" ~ \: ~;-"::'~'.JD :.in;, . ..:'$i:~;: .... $Iri ~ 0;;' ~i" ~~{:'t@J fI-? rJ;1} tfJ- - ?tJ" ~11-li: . ;, !.~~~? ':'>i . Ly;~ :~~;[(~;:~-'\.;-~\ ~ ~i~B .~~~~j~ )v:'f!d,~,(~',t 3f~:o-~] ."j,;r, ~.~ .'C:.: ~.J;+;_. I '::f;';.. ~ "- '-,,-= 'Vf ~L I ' ;!at~<;' . Ice '.~ . 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XMap@ 4.5. www.delorme.com TN UN (4.0"Wj r I: Scale 1 : 24,000 II m 1" = 2,000.0 ft Data Zoom 13-0 l' INTRODUCTION A new commercial development is being planned for a site located in the northwest corner of the 116th Street and Guilford Road intersection in Carmel, Indiana. The project is bounded on the South by West 116th Street, on the East by Guilford Road. This report presents the stormwater computations for the proposed stormwater management system design. The enclosed computations and conclusions support the request for a stormwater permit from the City of Carmel/Hamilton County. EXISTING SITE DRAINAGE The site is currently undeveloped and occupies approximately 2.409 Acres. The ground surface elevations on this site vary in elevation from approximately 844 feet, NGVO to 842 feet, NGVO. This site currently drains via sheet flow from west to east toward the existing road side ditch along Guilford Road. PROPOSED SITE DRAINGE The project's stormwater management system will consist of two drainage networks containing curb inlets and StormTech underground storm water storage systems. Pipe sizes in the two networks vary from 12" to 18" diameter concrete pipe. The proposed system must limit the proposed condition site runoff to 0.24 cfs/acre as required by the Hamilton County Surveyor for this watershed. The total developed area for this project is 2.07 acres giving a total proposed condition runoff rate of 0.50 cfs. This flow rate is evenly split between the two proposed underground storage systems. The StormTech system was selected for this project do to the small size of the site which made the use of a surface water pond unfeasible. The system consists of HOPE arches and a gravel envelope which surrounds the components of the system. The storm water will be distributed to and collected from the rows of the StormTech system via 12" HDPE header pipe configurations draining from inlet manhole. The outlet control orifice will be contained in a modified inlet type "E" structure at the downstream end of the StormTech system. An 18" drainage stub for future runoff from the west is being provided as part of this project. The storm sewer layout from the 116th Street Reconstruction project along Guilford is being revised to eliminate two structures that are now unnecessary and adding a pipe with end section at the north side of the proposed entrance to drain the roadside ditch. A small portion of the site (0.20 Ac) between the buildings and the right of way lines and a portion of the entrance drive will discharge directly into Guilford Road and drain to the proposed curb inlets being installed as part of the 116th Street Reconstruction project. .. " This direct discharge is a consequence of the City's request to put the buildings very close to the right of way lines in order to create a "village" look. DESIGN REQUIREMENTS The site has been designed to comply with the City of Carmel/Hamilton County storm water standards as follows: o The onsite stormsewer system has been designed to convey the peak discharge from the post development 1 hour duration, 10 year frequency Indianapolis Huff 2nd quartile, 50% probability rainfall/runoff event (Q 10) in an open channel flow condition with a full pipe flow velocity of at least 2 feet per second. o The maximum allowable depth of flooding over the curb inlets, pavement inlets and ditch inl'ets during the 1 O-year design storm event is less than 6 inches. o .The proposed Storm Tech system must reduce the post developed runoff rate to . the allowable release rate of 0.24cfs/acre as required by the Hamilton County Surveyor. The allowable release rate for this site is 0.50 cfs. This release rate must be met for the 2, 10, & 100 year 24 hour event. o The Storm Tech system was routed with full range of storm events (1, 2, 3, 6, 12, and 24 hour) for the 2, 10, and 100 year event to estimate the peak water elevation within the system. This elevation is checked against the casting elevations of the proposed structures to ensure the parking. lot does not become inundated with backwater from the system. METHODOLOGY FOR PRE-DEVELOPED SIMULATION This site is part of a watershed that has an allowable release rate set by the Hamilton County Surveyor based on the most restrictive downstream channel or structure. For this project the release rate is 0.24 cfs/acre. METHODOLOGY FOR POST-DEVELOPED SIMULATION The post-developed stormwater drainage conditions were analyzed by studying the available information for the project as follows: 1. Available information was collected or processed including the site grading and drainage plans, topographic survey, air photo, and soils map, the City of Indianapolis Stormwater Design and Construction Specifications Manual rainfall data and observations obtained during a site inspection by the designer. )"..- 2. The post-developed condition onsite' drainage areas were delineated and electronically measured (AutoCAD) on the site grading and drainage plans. 3. Each sub-basin was analyzed and a runoff coefficient and time of concentration were assigned to generate the peak runoff. 4. The proposed stormsewer system geometry and hydrologic data was inserted into the stormwater runoff and hydraulics computer model HydroCAD@. This model is the basis of all design storm simulations for the project. 5. The HydroCAD@ model was executed for the 10 year frequency storm event. The stormsewer geometry was adjusted through an iterative process until an acceptable system design was achieved. Parameters such as pipe depth, pipe cover, pipe slope, pipe capacity and pipe velocity were considered in the design adjustments. 6. The HydroCAD@ model was executed for the 2, 10, and 100 year 24 hour event to verify the proposed condition release rate. 7. The HydroCAD@ model was executed for a range of durations (1, 2, 3, 6, 12, and 24 hours) for the 2, 10, and100 year storm events to verify the capacity and functionality of the proposed StormTech system. 8. Provide a storm sewer stub to the west to pick up storm water from future development to the west. OUTPUT DESCRIPTION The HydroCAD@ summary output data is arranged as follows: DRAINAGE DIAGRAM: The Drainage Diagram shows the individual nodes that make up each project. The nodes are usually connected by arrows that indicate how their outflows are routed. SUBCATCHMENT (BASIN) SUMMARY: The Subcatchment (Basin) Summary provides hydrologic data for each drainage area flowing to an inlet structure. The input data includes total rainfall amount, storm duration, rainfall distribution, peaking factor, contributing drainage area, time of concentration, and runoff coefficient. The output data includes peak discharge and total runoff volume. REACH SUMMARY: These summary tables provide stormsewer pipe reach hydraulic data. Some of the input data includes design flow, total contributing watershed area, pipe diameter, pipe length, pipe slope, Manning's N value, and upstream/downstream structure numbers. The output data includes the percent of pipe capacity used, flow depth, full-flow velocity and actual velocity. l' t, STORMSEWER PERFORMANCE TABLE: The following table illustrates key data from the stormsewer system routings. p d C d.t" 5t 5 t P rf T bl ropose on I Ion ormsewer ,ys em e ormance a e STORM PIPE PIPE PIPE-FULL 10YR/1HR SEWER DIAMETER CAPACITY VELOCITY PEAK Q SEGMENT (INCHES) (CFS) (FPS) (CFS) 706-705 15 4.62 3.9 2.75 704-703 15 4.57 2.0 0.19 709-708 12 3.56 5.0 2.80 707-703 15 4.57 2.0 0.19 703-702 18 6.20 2.0 0.37 702-701 18 6.20 2.0 0.37 710-702 12 2.59 2.5 0.44 STORMTECH STORMWATER SYSTEM PERFORMANCE TABLE (North System): p d C d.f St S t P rf D 2 10 & 100 Y St E t ropose on I Ion orage ;ysem e ormance ata- , , ear orm ven s DESIGN 24 HOUR PRE-DEV POST DET. PEAK PEAK STORM RAIN- ONSITE DEV POND POOL POND EVENT FALL TARGET PEAK PEAK ELEV STORAGE AMOUNT FLOW* POND OUTFLOW {FT- (AC- FT) (INCHES) (CFS) INFLOW RATE NGVD) (CFS) (CFS) 2 YR-24 HR 2.64 0.25 0.18 0.12 841.56 0.05 10 YR-24 HR 4.08 0.25 0.31 0.18 841.98 0.10 100 YR-24 HR 6.00 0.25 0.48 0.25 842.72 0.17 STORMTECH STORMWATER SYSTEM PERFORMANCE TABLE (South System): p d C d.. 5t 5 t P rf D 2 10 & 100 Y 5 E ropose on Itlon orage ;ys em e ormance ata- , , ear torm vents DESIGN 24 HOUR PRE-DEV POST DET. PEAK PEAK STORM RAIN- ONSITE DEV POND POOL POND EVENT FALL TARGET PEAK PEAK ELEV STORAGE AMOUNT FLOW* POND OUTFLOW {FT- (AC- FT) (INCHES) (CFS) INFLOW RATE NGVD) (CFS) (CFS) 2 YR-24 HR 2.64 0.25 0.18 0.12 841.57 0.05 . 10 YR-24:HR 4.08 0.25 0.31 0.18 841.99 0.10 100 YR-24 HR 6.00 0.25 0.49 0.25 842.74 0.17 .. 116th AND GUILFORD ROAD APPENDIX 116th AND GUILFORD ROAD RAINFALL DATA -'- " -.''-'.....' " ". .,.. "...:. :.:..~- '\~...;,:: :". '.:', :: ".." ,,-- . '"<.<....~{,~~,....~~:.-..~.,:~r..'-....v ,.' or CI,TY OF INDIANAPOLIS DEPARTMENT OF CAPITAL ASSET MANAGEMENT. STORMWATERDESIG.N AND. CONSTRUCTION SPECIFICATI;ONS J' . MANU_AL ; . i...: t .! A' 00052 . " Return Period ~ Rainfall Intensity (inlhr) , Hours Minutes .2 5 10 25 . ,50 1'00 " ' 0.0.8 '. .5 .4..75 .' '6..14 6.9'9 8.08 8.83 ' '9.69' 0.17 10 3.63 4.75 5.48 6.40 7.07 7.77. " 0.25. 15 . 2.~97" . 3.92 4.55 5.34 5'.94 6.53 .. 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 1.80 0.56 0.75 0.88 1.03 .. . 1 ~17 1.29 1 6 360 0.33 0.44 0.52 0..50 ./ ,0.68 0.75 -12 720 0'.20 0.26 0.30 0.35 0.39 0.43 24 1440 O. 11- 0.15 0.17 0.20 0.22 0.25 Return Period". :Rainfall Depth (in) Hours. Minutes . 2, 5 10 25 50 100 0.08 5 0.40 O~51 . O~58 0.67, 0.74 0.81 . . 0.17 10 O~61 0~79 0.91 1.07 1.18 1.30 .0.25 15, 0.74 0.98 .1.14 1.,34 1.49 '1.63 . .0.5' 30 0.99 1.32 1.55 ,1..83 2.05 2.2.5 . ,. 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 3.5:0 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: rDF and IDD Tables for .Indianapolis, IN, ~ity of'.Jndianapolis , Stormwater Specification~s.', tyIan'ual, Appendix page A~-2 May 10, 1995 f 116th AND GUILFORD ROAD SOILS DATA i~!0~_B~f!.~,~~~l~~~/}:f~: : .' ..':. ',~d...'. >.'...::'~'\,i;i2.-:::',...:.. .....> '..:,'~.".".,. .~.'.':.'.'.'..'."h;'. ':.:'. :..'." .' .....:.. -.......... :..-,' .. . - '.' '.- . ~.- : '.:' . .... .::.., -:' . . . '.. ~ ". . :., '. .: . ' .'- ..... , ,'.' '...:...{tfam.'t()if.&.~..:,:: i. ~~.lf!;i~~!!Cf , . .'. ..... "" . 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(~~i\~~~:~ist:'-~:t~:P~!t~i6= thfAg ric u Itu re intb()per~tiohwith.. . //' Purdue Unive,rsity Agricultural Exper~i;'-~-\l,~yY' - .",."-"..:?// r:- JDIANA ,'.:.- SHEET NUMBER 50 I rA C PJt6!e~T S,TE. 116th AND GUILFORD ROAD FEMA FIRM MAP 1 J- w w u.. o o LO W --J () (J) W ~ ~ x o a: 0. 0. <( I ~ c.=t c:J a&:: A. ...... ~ :z = =>> en 2: c:a o 9 u.. -' c:c z: C) Ei :z: LLI =c a::: .... Co:) :z: = = en =e2!5 ~g ii:~ a.. cc ::e ri z D o U ~ f-4 ~ o ~<~ ~~~ ~Qe ~~~ CI) < ~ ~ ~ Ii CIO < i ! g ~ g ~ ~ Ig~ 5 ~ ii: Q. ~I ~ ~ ~I s ~ if iu ~ .... ~cn a:I c:=- aN =C) :z:t=! ~~ == .... ~ ; ~I f i; ~8~~1 IJI 1I"i :!O!ffi! I~i I~I !;~I s::E i i~S I~j ~S~ ~!1 ~~~ ~~] . sIftt liIi z'i"o .. CW) ..., 0 tic:=- caN ~~ f;i:: LI.I cc 1:::= wgs ~ 6 z (I) ...J W Z ~ o a: G') 0 eN IL ...... ~ CD c::::J eN ....I .... :II!: ~ w Z o N CITY OF CARMEL HAMILTON COUNTY ~ ~ > CD 0 (l)O~ .cCtO ~m~~~ ci.~~~d to to 1ii"D (I) E1i"Dg~ "D....CD_~ ~!~~~ "~""51D ~OC~ iC~~~ .e8g~Ci) ~"tJ!.8 g. !!lQ.~tO~ ~~-8.2-g tOU)t01;jo CD .- E E u:: ~~:5.e<( OaiCDC~ cc.o::w .Q:::J~gu. 5CtO"D~ a. o.c e .... ca t:: i;' ~ ~ o~EI~ is: u. .c 1ii 0 o ~~ -; ! ~ .~' ~: ~ ~~11&g cM.g~~ CQ~C8E ~~~:a{! ~lIftI.!~ ~~o~o.. ?CX ~ v1 OH OH0:l11f'19 ijO A9010NH:J3.l tn :z:: ~ w z ~ UJ 5 o o ~ 1 116th AND GUILFORD ROAD . HYDROCAD ROUTING DIAGRAM i~ i w C) c=: <( IZ 0- enen -<( Om t- u W c=: o o Z w :rZ I-Q $~~ a..w OCfJ c:: '" ~ a.. o rr '" ~ a. o cr 00 T- ~ a.. () c:: ex> ~ -if? w C) <( rY o I- 00 Z a. ~ Lo ~ w (!) <( a:: o I- 00 00 ~ a.. () a:: Lo ~ a.. a.. 0 0 a:: a:: '" T- to ~ 0> 00;> 0> ~co co O~ <(N ~co wM co a.. a:: <(N >-:r wM 1-<( a..C=: I-Z >-:c ww 1-<( -JW I-Z Zz ww -JW Zz vUJ oE OID ~~ ~CI) oL.. ~(J) +-I ::J Q. E c en 8 2w e .c J- .2 (.)<(~ CD()""C .. (J) EO= ... en a. SCl)~ 0<(('1) o~g ~Q~ E~~ i!<{o> C)~~ .!!! () @ C<(T- C1)Cl..F'- C)_CX> caZ~ cOo .- J- c cu....J........ ... W UJ C~g >.~ .c@ "Co ~<( caO c..e Q)u '->- Cl..:r: -:, 1 116th AND GUILFORD ROAD HYDRO CAD 10 YEAR STORM ROUTINGS PIPE SIZING :( stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96" Prepared by MELTON-PACKARD & ASSOCIATES Page 1 HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer 8ystems 10/6/2004 Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method Subcatchment 706: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.030 ac Runoff Depth=1.36" Flow Length=366' Tc=6.3 min CN=94 Runoff=2.75 cfs 0.117 af Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.040 ac Runoff Depth=1.36" Tc=5.0 min CN=94 Runoff=2.80 cts 0.118 at Subcatchment 710: 12" RCP WITH END SECTION Runoff Area=0.260 ac Runoff Depth=0.82t1 Tc=5.0 min CN=86 Runoff=O.44 cfs 0.018 af Subcatchment DIRECT: DIRECT DISCHARGE BASIN Runoff Area=0.200 ac Runoff Depth=0.72'~ Tc=5.0 min CN=84 Runoff=O.30 cfs 0.012 af Reach 706NSTOR: 15" RCP Peak Depth=0.69' Max Vel=3.9 fps Inflow=2.75 cfs 0.117 af D=15.0" n=0.013 L=43.0' 8=0.0051 'f Capacity=4.62 cts Outflow=2.75 cfs 0.117 af Reach 709SSTOR: 12" RCP Peak Depth=O.67' Max Vel=5.0 tps Inflow=2.80 cts 0.118 at D=12.0" n=0.013 L=8.0' 8=0.0100 'f Capacity=3.56 cts Outflow=2.80 cts 0.118 af Reach 702701: 18" RCP Peak Depth=0.33' Max Vel=2.3 fps Inflow=0.66 cfs 0.246 af D=18.0" n=0.013 L=145.0' 8=0.0034 'f Capacity=6.17 cfs Outflow=0.66 cfs 0.246 af Reach 703702: 18" RCP Peak Depth=O.33' Max Vel=2.3 fps Inflow=O.67 cfs 0.246 af D=18.0" n=0.013 l=155.0' 8=0.0035 'f Capacity=6.20 cfs Outflow=O.66 cfs 0.246 af Reach 710702: 12" RCP Peak Depth=0.28' Max Vel=2.5 fps Inflow=O.44 cfs 0.018 af D=12.0" n=0.013 L=36.0' 8=0.0053 'f Capacity=2.59 cfs Outflow=0.44 cfs 0.018 af Reach NSTOR703: 15" RCP Peak Depth=0.17' Max Vel=1.8 fps Inflow=O.19 cfs 0.114 af 0=15.0" n=0.013 L=30.0' 8=0.0050 'f Capacity~4.57 cts Outflow=O.19 cfs 0.114 at Reach SSTOR703: 15" RCP Peak Depth=0.17' Max Vel=1.8 fps Inflow=O.19 cfs 0.115 af D=15.0" n=0.013 L=30.0' 8=0.0050 'f Capacity=4.57 cfs Outflow=0.19 cfs 0.115 af Pond 1 P: NSTORAGE Peak Elev~842.04' 8torage=4,662 cf Inflow=2.75 cfs 0.117 af Primary=0.19 cfs 0.114 af 8econdary=0.00 cfs 0.000 af Outflow=O.19 cfs 0.114 at Pond 2P: SSTORAGE Peak Elev=842.06' 8torage=4,721 cf Inflow=2.80 cfs 0.118 af Primary=O.19 cfs 0.115 af 8econdary=0.00 cfs 0.000 af Outflow=O.19 cfs 0.115 af Total Runoff Area = 2.530 ac Runoff Volume = 0.;264 af Average Runoff Depth = 1.25" '1 storm tech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96" Prepared by MELTON-PACKARD & ASSOCIATES Page 2 HydroCAOO 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems 10/6/2004 Subcatchment 706: INLET TYPE A MOD NEENAH R 3286-8V Runoff = 2.75 cfs @ 0.51 hrs, Volume= 0.117 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96" Area Cac) CN Description 1.030 94 Urban commercial, 85% imp, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) ( ftlft) (ftlsec) (cfs) 1.0 64 0.0180 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.6411 4.6 238 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.64" 0.7 64 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 366 Total Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V Runoff = 2.80 cfs @ 0.49 hrs, Volume= 0.118 af, Depth= 1.3611 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96" Area (ac) CN Description 1.040 94 Urban commercial, 85% imp, HSG C T c Length (min) (feet) 5.0 Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Subcatchment 710: 12" RCP WITH END SECTION Runoff = 0.44 cfs @ 0.53 hrs, Volume= 0.018 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Indy Huff 1-hr 1.00 hrs IN 10YR-1HR RainfalJ=1.96" Area {a c) 0.130 0.130 0.260 CN Description 98 Paved roads w/curbs & sewers 74 >750k Grass cover, Good, HSG C 86 Weighted Average ;, J" stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96" Prepared by MELTON-PACKARD & ASSOCIATES Page 3 H droCAD@ 7.00 sIn 002871 @ 1986-2003 A lied Microcom uter S stems 10/6/2004 T c Length (min) (feet) 5.0 Runoff = Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Subcatchment DIRECT: DIRECT DISCHARGE BASIN .0.30 cfs @ 0.53 hrs, Volume= 0.012 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96" Area (ac) 0.080 0.120 0.200 T c Length (min) (feet) 5.0 Inflow Area = Inflow = Outflow = CN Description 98 74 >75% Grass cover, Good, HSG C 84 Weighted Average Slope Velocity Capacity Description (ftIft) (ftlsec) ( cfs) Direct Entry, Reach 706NSTOR: 15" RCP 1.030 ac, Inflow Depth = 1.36" for IN 10YR-1HR event 2.75 cfs @ 0.51 hrs, Volume= 0.117 af 2.75 cfs @ 0.51 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Max. Velocity= 3.9 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.5 fps, Avg. Travel Time= 0.3 min Peak Depth= 0.69' @ 0.51 hrs Capacity at bank full= 4.62 cfs Inlet Invert= 841.331, Outlet Invert= 841.11' 15.0" Diameter Pipe n= 0.013 Length= 43.0' SIope= 0.0051 'f Inflow Area = Inflow = Outflow = Reach 709SSTOR: 12" RCP 1.040 ac, Inflow Depth = 1.36" for IN 10YR-1HR event 2.80 cfs @ 0.49 hrs, Volume= 0.118 af 2.80 cfs @ 0.49 hrs, Volume= 0.118 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Max. Velocity= 5.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.5 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.67' @ 0.49 hrs Capacity at bank full= 3.56 cfs Inlet I nvert= 841. 191, Outlet I nvert= 841. 11 ' 2.0" Diameter Pipe n= 0.013 Length= 8.0' SIope= 0.0100 'f T 116th AND GUILFORD ROAD HYDROCAD 2 YEAR STORM ROUTINGS STORM TECH PERFORMANCE \i: stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary = Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64" Page 3 8/18/2004 Pond 1 P: NSTORAGE 1.030 ac, Inflow Depth = 2.00" for IN 2YR-24HR event 0.18 cfs @ 7.44 hrs, Volume= 0.172 af 0.12 cfs @ 12.80 hrs, Volume= 0.165 af, Atten= 330k, Lag= 321.6 min 0.12 cfs @ 12.80 hrs, Volume= 0.165 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing byStor-lnd method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 841.56' @ 12.80 hrs Surf.Area= 0 sf Storage= 2,337 cf Plug-Flow detention time= 297.5 min calculated for 0.165 af (96% of inflow) Center-of-Mass del. time= 271.8 min ( 1,004.8 - 733.0 ) # Invert Avail.Storage Storage Description 1 841.11' 9,180 cf StormTech SC 740 Listed below Elevation (feet) 841.11 841.19 841.28 841.36 841.44 841.53 841.61 841.78 841.86 841.94 842.03 842.11 842.19 842.28 842.36 842.44 842.53 842.61 842.69 842.78 842.86 842.94 843.03 843.11 843.19 843.28 843.36 843.44 843.53 843.61 Cum.Store ( cubic-feet) o 442 882 1,316 1 ,748 2,174 2,594 3,416 3,818 4,212 4,600 4,978 5,348 5,708 6,058 6,398 6,728 7,044 7,348 7,636 7,908 8,160 8,396 8,612 8,802 8,962 9,082 9, 138 9,170 9,180 '1. stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAD@ 7.00 -sIn 002871 @ 1986-2003 Applied' Microcomputer Systems Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64" Page 4 8/18/2004 # Routing Invert Outlet Devices 1 Primary 841.111 2.8" Vert. Orifice/Grate C= 0.600 2 Secondary 842.721 3.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 12.80 hrs HW=841.561 (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.12 cfs @ 2.8 fps) Secondary OutFlow Max=O.OO cfs @ 0.0.0 hrs HW=841.111 (Free Discharge) L2=Orifice/Grate (Controls 0.00 cfs) j~ stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAD@ 7.00 sIn 002871 @ 1986-2003 ApRlied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary = Indy Huff 24-hr IN 2YR-24HR Rain fa 1/= 2. 64" Page 5 8/18/2004 Pond 2P: SSTORAGE 1.040 ac, Inflow Depth = 2.00" for IN 2YR-24HR event 0.18 cfs @ 7.40 hrs, Volume= 0.174 af 0.12 cfs @ 12.78 hrs, Volume= 0.167 af, Atten= 33%, Lag= 322.7 min 0.12 cfs @ 12.78 hrs, Volume= 0.167 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 841.57' @ 12.78 hrs Surf.Area= 0 sf Storage= 2,363 cf Plug-Flow detention time= 298.1 min calculated for 0.167 af (96% of inflow) Center-of-Mass det. time= 272.6 min ( 1,003.6 - 731.1 ) # Invert AvaiJ.Storage Storage 'Description 1 841.11' 9,180 cf Storm Tech SC 740 Listed below Elevation (feet) 841.11 841.19 841.28 841.36 841.44 841.53 841.61 841. 78 841.86 841.94 842.03 842. 11 842.19 842.28 842.36 842.44 842.53 842.61 842.69 842.78 842.86 842.94 843.03 843.11 843. 19 843.28 843.36 843.44 843.53 843.61 Cum.Store ( cubic-feet) o 442 882 1,316 1.,748 2,174 2,594 3,416 3,818 4,212 4,600 4,978 5,348 5,708 6,058 6,398 6,728 7,044 7,348 7,636 7,908 8,160 8,396 8,612 8,802 8,962 9,082 9, 138 9,170 9,180 ~,I, " stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64" Page 6 8/18/2004 # Routing Invert Outlet Devices 1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600 2 Secondary 842.741 3.8" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 12.78 hrs HW=841.57' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.12 cfs @ 2.8 fps) Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.111 (Free Discharge) L2=Orifice/Grate (Controls 0.00 cfs) .. (I \~ 116th AND GUILFORD ROAD HYDRO CAD 1 0 YEAR STORM ROUTINGS STORM TECH PERFORMANCE . j stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAD@ 7.00, sIn 002871 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary = Indy Huff 24-hr IN 10YR-24HR Rainfal/=4.0B" Page 1 8/18/2004 Pond 1 P: NSTORAGE 1.030 ac, Inflow Depth = 3.40" for IN 10YR-24HR event 0.31 cfs @ 7.35 hrs, Volume= 0.292 af 0.18 cfs @ 13.00 hrs, Volume= 0.283 af, Atten= 42010, Lag= 339.3 min 0.18 cfs @13.00 hrs, Volume= 0.283 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 841.981 @ 13.00 hrs Surf.Area= 0 sf Storage= 4,368 cf Plug-Flow detention time= 346.2 min calculated for 0.283 af (97% of inflow) Center-of-Mass det. time= 325.1 min ( 1,034.1 - 709.0 ) # Invert Avail.Storage Storage Description 1 841.111 9,180 cf StormTech SC 740 Listed below Elevation (feet) 841. 11 841.19 841.28 841.36 841.44 841.53 841.61 841. 78 841.86 841.94 842.03 842.11 842.19 842.28 842.36 842.44 842.53 842.61 842.69 842.78 842.86 842.94 843.03 843.11 843. 19 843.28 843.36 843.44 843.53 843.61 Cum.Store ( cubic-feet) o 442 882 1,316 1 ,748 2,174 2,594 3,416 3,818 4,212 4,600 4,978 5,348 5,708 6,058 6,398 6,728 7,044 7,348 7,636 7,908 8,160 8,396 8,612 8,802 8,962 9,082 9,138 9,170 9,180 '~~~ ) stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAO@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems Indy Huff 24-hr IN 10YR-24HR Rain fa 1/= 4. 08" Page 2 8/18/2004 # Routing Invert Outlet Devices 1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600 2 Secondary 842.72' 3.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.18 cfs @ 13.00 hrs HW=841.98' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.18 cfs @ 4.2 fps) Seconda'ry OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.11' (Free Discharge) L2=Orifice/Grate (Controls 0.00 cfs) 'i] f ':': ), stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAO@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary = Indy Huff 24-hr IN 10YR-24HR Rainfal/=4.0B" Page 3 8/18/2004 Pond 2P: SSTORAGE 1.040 ac, Inflow Depth = 3.40" for IN 10YR-24HR event 0.31 cfs @ 7.31 hrs, Volume= 0.295 at 0.18 efs @ 12.98 hrs, Volume= 0.286 af, Atten= 42%, Lag= 340.0 min 0.18 efs @ 12.98 hrs, Volume= 0.286 at 0.00 cfs @ 0.00 hrs, Volume= 0.000 at Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 841.991 @ 12.98 hrs Surf.Area= 0 sf Storage= 4,419 cf Plug-Flow detention time= 347.7 min calculated for 0.286 af (970k of inflow) Center-of-Mass det. time= 326.4 min ( 1,033.6 - 707.2 ) # Invert Avail.Storage Storage Description 1 841.111 9,180 ct StormTech SC 740 Listed below Elevation (feet) 841.11 841.19 841.28 841.36 841.44 841 .53 841.61 841. 78 841.86 841.94 842.03 842. 11 842.19 842.28 842.36 842.44 842.53 842.61 842.69 842.78 842.86 842.94 843.03 843. 11 843.19 843.28 843.36 843.44 843.53 843.61 Cum.Store ( cubic-feet) o 442 882 1,316 1 ,748 2,174 2,594 3,416 3,818 4,212 '4,600 4,978 5,348 5,708 6,058 6,398 6,728 7,044 7,348 7,636 7,908 8,160 8,396 8,612 8,802 8,962 9,082 9, 138 9,170 9,180 .~ {".. stormtech run Prepared by MELTON-PACKARD & ASSOCIATES HydroCAOO 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary = Indy Huff 24-hr IN 100yr 24hr Rainfal/=6.00" Page 1 8/18/2004 Pond 2P: SSTORAGE 1.040 ac, Inflow Depth = 5.30" for IN 100yr 24hr event 0.49 cfs @ 7.30 hrs, Volume= 0.459 af 0.25 cfs @ 13.13 hrs, Volume= 0.445 af, Atten= 48%, Lag= 350.0 min 0.25 cfs @ 13.13 hrs, Volume= 0.445 af 0.00 cfs @ 13.13 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 842.74' @ 13.13 hrs Surf.Area= 0 sf Storage= 7,518 cf Plug-Flow detention time= 410.4 min calculated for 0.445 at (970,,'<> of inflow) Center-of-Mass det. time= 388.0 min ( 1,078.5 - 690.5 ) # Invert Avail. Storage Storage Description 1 841.11' 9,180 cf StormTech SC 740 Listed below . Elevation (feet) 841.11 841.19 841.28 841.36 841.44 841.53 841.61 841. 78 841.86 841.94 842.03 842.11 842.19 842.28 842.36 842.44 842.53 842.61 842.69 842.78 842.86 842.94 843.03 843.11 843.19 843.28 843.36 843.44 843.53 843.61 Cum.Store ( cubic-feet) o 442 882 1,316 1 ,748 2,174 2,594 3,416 3,818 4,212 4,600 4,978 5,348 5,708 6,058 6,398 6,728 7,044 7,348 7,636 7,908 8,160 8,396 8,612 8,802 8,962 9,082 9,138 9,170 9,180 ~('.) 'i stormtech run Prepared by MELTON-PACKARD & ASSOCIATES H droCAD@ 7.00 sIn 002871 @ 1986-2003 A lied Microcom uter S stems Indy Huff 24-hr IN 100yr 24hr Rainfal/=6.00" Page 2 8/18/2004 # Routin Invert Outlet Devices 1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600 2 Secondary 842.74' 3.8" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.25 cfs @ 13.13 hrs HW=842.74' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.9 fps) Secondary OutFlow Max=O.OO cfs @ 13.13 hrs HW=842.74' (Free Discharge) L2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.2 fps) ~-" ( "I Ii 116 TH AND GUILFORD ROAD FLOWMASTER DATA ~ (: "\ .. Worksheet for Circular Pipe - 1 Upstream Velocity: 0.00 Normal Depth: 1.25 Critical Depth: 1.02 Channel Slope: 0.01000 Critical Slope: 0.01000 ftls ft ft ftIft ftIft