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Hydraulic Report 5-21-04
HYDRAULIC REPORT PREPARED FOR' Carmel Lutheran Church 4850 E. 131 st Street Carmel, Indiana JOB.# W03.0545 PREPARED BY: WEIHE ENGINEERS INC. 21 May 2004 ***DRAINAGE ANALYSIS *** PRINTED 21 May 2004 WEIHE ENGINEERS INC. !!!i o o o College Indianapolis, IN 46280 Ph. (317) 846-6611 Fax (317) 843-0546 Jo'b 05/21/04 H:\W030545\ W030545r>01052704\\~ Carmel Lutheran Church 4850 E..131st Street Carmel, Indiana JOB.# W03.0545 by Weihe Engineers, Inc. Date: 21 May 2004 Table of Contents Hydraulic Report (Narrative) Location Map & Property Identification Existing Conditions Watershed Delineation Existing Time of Concentration Onsite Proposed Conditions Watershed Delineation 0nsite Storm Water Management Area Analysis (Flood Routings) Hydraflow Hydrograph File Storm Management Storm Management Control Structures Modified Results Storm Sewer Hydraulic Report (Narrative) Prepared For: Carmel Lutheran Church 4850 E. 131 st Street Carmel, Indiana JOB.# W03.0545 by Weihe Engineers, Inc. Date' 21 May 2004 PROJECT NARRATIVE Carmel Lutheran Church is proposing the third phase of a building addition with additional parking unto their existing church facilities. The churCh facility is located at 4850 E. 131st Street, Carmel, Indiana. The existing and proposed facilities are on a site approximately 10.00 acres +/- and is approximately located at a Latitude ofN39° 58.72' and Longitude W86° 5.35'. The traCt is specifically located in part of the Northwest QUarter of Section 28, Township 18 North, Range 4 East, Clay Township, Hamilton, Indiana. This report is an investigation relative to the retention necessary on the tract; and the storm drainage facilities necessary to convey drainage. The detention/retention for the facilities includes the individual stormwater management area in the southeast comer of the property where it will be enlarged and modified. Phase I is being consider the initial sanctuary, with Phase II being an addition (1997). Phase III is the current proposal of construction and expansion. EXISTING CONDITIONS Totaling the existing onsite watershed, is Brookston, Crosby, Miami type soils. No significant offsite was taken into the analysis for discharge comparison. The existing watersheds by surface water flow were in a westerly, southerly direction to the road side ditch of both Gray Road and 131st street, respectively. The Proposed construction will not add to the present current conditions. That watershed area where the proposed parking area (part Phase III planned parallel to 131 st street,) will be diverted via storm sewer to the storm water management area. The watershed to the storm water management area will increase from the 7.542 acre watershed to 7.874 acres. An attempt was made to simulate the hydrographs made in previous calculations by Schmidt Associates, Inc, Indianapolis, Indiana; but differed with the release rates. The release rate was down sized from the 9.03 cfs discharge of Schmidt's study to Weihe Engineers Base discharge of 5.20 cfs. The 5.20 cfs release rate was based with the parameters after the completion of Phase I, with the initial Sancma2ry and parking, and current storm management area (detention area). This was considered the permissible release rate for an anticipated 100 year storm. The 10 year storm permissible release rate was calculated as 3.82 cfs. Phase II was reviewed with hydrograph #4. PROPOSED CONDITIONS The third Phase of construction, is the present proposal of the addition of the sanctuary on the East side of the church building, an addition in the northwest comer of the church building, and new parking to the east and south. All of the additional improvements will flow to the storm management area. The resultant effect to the west and south are minimal. The anticipated proposed combined runoff from the site has been determined to be: Q100 p~op < QPermissable 3.95 cfs < 5.20 cfs Q10 prop < QPermissable 3.25 cfs < 3.82 cfs ANALYSIS OF STORMWATER MANAGEMENT AREA The inflow and outflow hydrograph utilized the SCS Type II Hydrograph, with a weighted runoff, Hydraflow Hydrographs 2002 by Intelisolve. This developed (the Q2, Q~0 and Q ~ 00 frequency storms). - In the analysis of the existing and proposed detention facilities; inflow hydrographs were routed with the existing detention vs. the proposed enlargement of the detention facilities. In the analysis, the hydraulic coefficients of the inflow hydrographs dealt with three phases of construction on this site.-To compare existing discharges, a simulation of the previous drainage calculations prepared by Schmidt Associates, Inc, Indianapolis Indiana; developed hydro graphs ' #1 and #2. These tried to simulate and dupliCate their hydrology. After the current as built facilities, the flood mute this office made, shows a discharge rate different frOm the overall' permissible discharge rate used in the previous design. With the first phase of development, the existing permissible rate calculated by Schmidt Associates, Inc was 9.03 cfs. Flood Hydrograph #4 shows a new simulation by Weihe Engineers, indicating a lessor discharge - that being 5.20 cfs, vs 9.03 cfs. This discharge, will be considered the base model for comparison purposes. 'This maximum discharge shall be maintained with the 3rd Phase of construction for the Carmel Luthem Church Addition. With the proposed construction of the 3rd phase of the church facilities, implementing the enlargement of the existing detention, (as proposed); and utilizing the existing outlet pipe, would result in a discharge of 5.53 cfs. This appears to be above the base model discharge. Considering the increase of discharge of the existing outlet, it is also recommended that an orifice be constructed on the upstream side of the outlet pipe. This structure/orifice would be a box with a 12 inch diameter orifice. The purpose is that the head water of the Outlet pipe is used as the tailwater for the orifice. As this head increases, the outflow of the orifice decreases. When head equals the .current stage of the headwater of the current pipe, the pipe controls. This would also result in a decrease of the outflow/discharge from the detention pond. Implementing the existing outlet pipe with an orifice, would result in a discharge of 3.95 cfs and would produce a 100 year fluctuation of the storm management area (detention pond) of 792.41 feet. ~ (Site Summary) Storm Water Management Area Outlet Crest Frequency Fluctuation Qout Detention (cfs) Storm. Management Area .... 789.35 Storage (cuft) Q2 791.16 ft 2.49 cfs 21,549 Q~0 791.74 ft 3.25 cfs 41,065 Q~00 792.41 ft 3.95 cfs 68,324 Storm Sewer Analysis: In the analyses of the storm sewers, a 1 O-year design was utilized, with a minimum velocity of 2.5 fps. Those velocities depicted in the drainage summaries that are below the 2.5 fps for a twelve (12) inch RCP Storm sewer; shall maintain acceptable velocities when running full pipe flow. jo'b 05/21/04 H:\w030545\ w030545rp01052704\\ Location Map & Property Identification Carmel Lul i eran Church 0 mi. 1 2 3 Copyright © 1988-2002 Microsoft Corp. and/or its suppliers. All rights reserved, http:llwww.microsoft.comlstreets © Copyright 2001 by Geographic Data Technology, Inc. All rights reserved. © 2001 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities © Her Majesty the Queen in Right of Canada. I I I I I I I I I I I I I i I I I i I Carmel LUtheran Church 0 mi 0.2 0.4 0.6 0.8 1 Copyright © 1988-2002 Microsoft Corp. and/or its suppliers. All rights reserved, http://www.microsoft.com/streets © Copyright 2001 by Geographic Data Technology, Inc. All rights reserved. © 2001 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities © Her Majesty the Queen in Right of Canada. Exhibits 0 20 40 ~ 60 'o I Carmel LuUler~n Church Masonry / Framed/~ldmg H~,~7 Sq. Footpr~t) Trac/: Carmel LL~heran Church, Id,~oun .~ynod O~d ~ccord $0 I, p~c 2 llrorki~g ~D~lls Be~fore You. Dig. "IT'S THE LA PF" LEGEND OF P'LA T J s AS-Built Conditions Dated 03/08/04 Carmel Luthem Church 4850 E. 131st Street Carmel, Indiana JOB.# W03.0545 [ , I TRACT "A": Pm1 of Iht Nmlhwes! Qmncr orS¢clion 28. q'o~3~shiI) 18 Nonl). Rangc 4 Easl in Hamihon Cotmly, Indiana, cl~fi~(l as foilingS: Begi~ng al the Southwest comer of the N011hx~sl Qtmllcr of Section 28.'lbmmhip 18 No~h, Range 4 ~t; Ihence South 89 deg~es 48 minutes 23 seconds Easl (attuned hinting) on the South line ofs~d Nmlhwest Qtm~er 400.00 I~el; Ihence No~h 00 dcbn'ccs 19 nfinulcs 22 ~cm~ds East pandlel ~lh tl~ Wesl linc of saki Noalnvcsl Qulmcr ~4.50 feel; lhcncc North g9 deb~es 48 mimflcs 23 seconds Wcsl ~mllcl xHth thc South line ofs~d Nofllmqst Qualer 400.00 ~eet lo the West lira of said Noflhwest Qu~eq thence South 00 degr~s ]9 minut~ 22 seconds West on and along said West li~ 544.50 /~el to lhc place o~ ~ginnin~ conlaining 5.ffi acres, more or Subject lo thc hght-of-xmy tbr Gray Road along thc cntit~ West end thcmo[ ~llbjecl Io the fighl-of-way for 131~ Sheel along I1~ entire South side Ihcrcof, ~r a Righl-ol~W~ Gra)t lo the h~iana Stale ~ghway Conunission recorded on ~ge 74 of ~cd Recold 279 in the Office orthe Recorder of Hm~lton County, h~Jala. Subject lo all olher legal mmcments a~ fighls-of-way. TRAC'I' "B": Pal of Ibc lqorlhvvest Qumler of Section 28, ]bwml'd.p 18 Norlh. Range 4 Easl in Hanfillon Cotmty, Indiana, described as'lbllows; Beginning on Ihe Sot,Ih line of the Northwesl Quarler of'Section 28, Township ! 8 Norlh. R,'mge 4 East 400.00 feel South 89 degrees 48 mirmtes 23 seconds Easl (as$11Dled bearing) fi'om thc Soulh~vest comer of said Notlhwcst Quarter; ihcilcc North 00 degrees 19 minutes 22 seconds East parallel ~filh the West linc ofsaid Northwest Quarter 544.50 feet; flm~ce South 89 degrees 48 minutes 23 seconds East parallel wifl) the South linc of said Nmthwest Qu,-uler 400.00 ti:ct; Ihencc Soulh 00 degrees 19 mhmtcs 22 seconds Wesl parallel.with said West lire 5'44.50 feet to thc South linc or'said Norlbwesl Quarter; thence Norlh 89 degrees 48 minutes 23 seconds West on ,'u~d along said South linc 400.00 feet Io the place of begiming, contai~ing 5.00 acres, ~not'e or less. Subjecl Io tile fi~t-ot:way for 131" Sheet along the entire South side thereof, per a RiOu-of-Way Gnmt to thc lndimm State Highway Commission recorded on page 74 of Deed Record 279 in thc Office of the Recorder of Iqmnilton Counly, Indiana. iStibject Io all other legal easements mid fights-of:way. GENERAL N'OTES: 1..) The described real estate does not lie within a Special Flood Hazm'd Zone as plotted by scale on the Flood Emergency Management Agency, National Flood Insurance Program, FIRM Flood Insurance Rate Map Comrnunit),-Panel Map Number 18057C0227F, dated February 19: 2003. 2.) '[he unclerground utilities depicted on the attached plat of survey have been located per utility location markings on the ground. The path of thc utility lines shown on said plat o£survey should be considered approximate until they are either relocated, by calling the Indiana Underground Plant Protection Agency at 1-800-382-5544 or until they are excavated to verify the location and path ol"the utility lines. 3.) Per information supplied by the Surveyor's Office, Hamilton County, Indiana no legal (regulated) drains directly affect the surveyed real estate. This survey was performed utilizing information as contained in Ci3icago Title Insurance commitment No. 264-602CO, dated March 27.. 1.998 ,as surveyed pet' WE[job No. 98-0505. dated May 4..1998. 5.) Posses.sion lines refiarenced at nmnurnented corners only. Possession lines may vary between said comers. 6.) Pet' the U,S. Departmer~t of the ]nterior - Fish and Wildlife Service - National Wetlands lnvcnloD, Map dated 1990 and titled Fishers, [ND, Ibc subject real estate is not located within a wetlands area. 7.) As used in ti'tis survey, certify means to state or declare a profbssional opinion of conditions regm'ding those t'acts or finclings, that are the subject of the certification and does not constitute a warrant), or gum'antee, either expressed or implied. 8.) No wan'ant3,:, either express or implied, is made as to the accuracy or completeness of information provided by govcwnmental attthorJties and / or third parties, or as to it's limess lbr ap3' particular purpose or use, including but not limited'to information presented on underground utilities, flood hazard zones, floodway zones, wetlands, recording infbnnation, zoning, m~d regulated drains. In no event will Weihe Engineers. Inc., it's employees., agenls, and / or assigns be liable for any damages arising out of the furnishing and / or use of such information. 1~'03-0545 I I I I I I I I I I 5ub~ct I~ eX other leg~ eoscmentz end BROOKSHIRE LAKES SEC' TION TWO ./ Existing Conditions , Phase I Carmel Luthem Church 4850 E. 131 st Street Carmel, Indiana JOB.# W03.0545 (Existin,q Site Survey Scale: As Noted BROOKSH/RE LAKES SECTION TWO / / W Scale,, I' = Existing Conditions Phase I & II. Carmel. Luthem C'hurch · 4850 E. 131st. Street Cam~el, Indiana JOB.# 'W03.0545 / / .," / / 50(3~ER FIELD. ,=1' x ~1,~ ./ / .'/ ./ ii SCHMIDT ASSOCIATES · Wil-.Fra-Mar Btdlding 320 East Vermont Strtet Indianapolis, IN 46204-2126 317-265-6226 Fax: $17-263-6224 ~oau=ea.. r,la Carmel Lutheran Church , Site C~radin~ and Utilit.~l Plan C2¢)2 I I i I I I i i i I I i _. Proposed Conditions Phase IIII / 51=~CE5 J L: Carmel. Lutheran Church Masonry / firamed Building Carmel LCheran Church, M~ssoon Synod Deed/~ecord $01, pa~je 755. (Tracts A ¢ B -- I 0.00 Acres, _+) ,.!;" / ""\ /' ~ .k.%,,.' '.x/ - & ......... Sec' F,$. T;8,v-R4E _,,/ Bro~ P/ua Found per t+ C f~ R l,~'$ /.. Carmel Luthem Church 4850 E. 131~t Street Carmel, indiana JOB.# W03.0545 ' /~E~,. .............. _ ......... X. fmr House "£ncroochrnen Xtmr Existing Condition Parameters , i I t I I I I I I I I CAR~EL LUTHEI~N CHURCH EXISTING CONDITIONS Tc's- 1st ADDITION Project Number: Project Name: --Calculations by' Company: w03.0545 Carmel Luthern Church jo'b Weihe Engineers Inc. 42604 'J'ainage AreCover Area (ft^2)Area (Ac) Area(mi^2) % C SOIL CN Mannings Subarea CrA 0 2.496 0.00390 33.09 0.30 C 89 0.122 , MmB2 0 2~492 0.00389 i 33.04 0.30 B 84 0.122 Br 0 2.554 0.00399 33.87 0.30 B/D 87 0.122 Sheet Flow (<300fi) .007(nL)^.8/(P2)^ 5*( Flow Lengl 0 2yr Precip ,2,64 ,. Slope (ft/ft) 0.0293 Shallow Concentrated Flow = L/3600*V IFIow Lengt 0 _""~pe (ft/ft) 0.0135 )erage ~ 1.87 qon-Paved: 1.87 Paved= 2.36 l 'Pipe Flow = L/3600*V Flow Lengt 0 ,Slope (ft/ft) 0.0050 Average ~ 2.50 0 USE PREVIOUS Tc=27 MIN , 0 ITIME OF CONCENTRATION SUBAREA # (Onsite) I EXISTING CONDITIONS Tc's-1st Addition Project Number: Project Name' --Calculations by' Company' w03,0545 Carmel Luthern Church jo'b Weihe Engineers Inc. ITIME OF CONCENTRATION SUBAREA # (EXISTING CONDITIONS Tc's -1st Addition) Area Draining to Area 1 " Cover Area (ft~)Area (ac/ % Soil Type 'C Mannings Total '328517 !!.~!~i~.!'~i~.!i~i!i 100.00 ~i~!:i~:i:~!i!i~i!, 0.103 Lawn 159429 ~ili~i~~i iiliii 48.53 0.30 0.200 Roof 43560 ili~ii;ii;i'::~:iiii~?;~i:?:;;i;;;;iiiiiii!iiii ' Pvmt 125528 ~~.~,~. 38.21 0.85 0.011. Area Draining to Area 2 Cover Area (ft2) Area (ac) % Soil Type C Mannings Total 74928 ~iii~ii!~!i~~iiiSii 100.00 ~i~.!~:i~,~!!i~i~i!~!i!~!., 0.135 Lawn 49223 .~[~.~~} 65.69 0.30 0.200 Roof 34~0 ~~~ 4.00 0.~0 0.0~ ~ ~vmt 222~5 ~.~~}~~ 2~.~5 0.~5 0.0~ 42304 Area Draining to Area 3 Cover Area (ft2)Area (ac) % Soil Type C Mannings r Total 32236 i!ii.i.iiii.~.i~~i!.~!i.: 100.00 ~iilii~ii!~i~.~i 0.098 Lawn 14810 i!,!i!ii.,~l~!!~~!!i!i!i!il 45.94 0.30 0.200 Roof 0 i!. !!i.!i~ii~~,iiii!![ 0.00 0.90 0.011 Pvmt 17426 !ii!i!iiii.ii~i!.~~i~i:!ii 54.'06 0.85 0.011 EXISTING CONDITIONS Weighted RC - 1st Addition Project Number: Project Name- - Calculations by: Company: ISUBAREA # (Weighted RC) w03.0545 Carmel Luthern Church jo'b Weihe Engineers Inc. 423O4 I Type - Acres % Grass 3.66 48.53017 i Hard Surf I 13.25961 Roof 2.8817 38.21022 Ashphalt 0 Lake 0 '- I % % Acreage - ' (Acres) . j CrA 33.09 2.495549 - _ , MrnB2 33.04 2.491778 _. Br 33.87 2.554374 . Curve # % W§ted Total Use 'Grass 48.530~ 7 40 23.77~78 74.22022 74 .... Hard Surf 13.25961 98 12.99442 Roof 38.21022 98 37.44601 Ashphalt 0 0 l Lake 0 0 Curve # % Wgted Total Use _ Grass' 48.53017 69 33.48582 83.92625 84 Hard Surf 13.25961 98 12.99442 ~_ Roof 38.21022 98 37.44601 Ashphait 0 0 Lake 0t t 0 _ I , Curve # % Wgted Total Use Grass 48.53017 79 38.33884 88.77927 89 Hard.Surf 13.25961 98 12.99442 Roof 38.21022 · 98 37.44601 Ashphait 0 0 Lake 0 0 Curve # % Wgted Total Use Grass 48.53017 84 40.76534 91.20578 91. Hard Surf 13.25961 98 12.99442 Roof 38.21022 98 37.44601 Ashphalt 0 0 Lake 0 0 % Wgted Total Use ' Grass 48.53017 '0.24 0.116472 ' 0.122134 0.1221 Hard Surf 13.25961 0.011 0.001459 Roof 38.21022 0.011 0.004203 · Ashphalt 0 Lake 0 Proposed Condition parameters Sec. 28- TISN-R4E Bros$ Plug Found per H.C.$.R. ties BUILMNG [XPAHSION Trac~: "A" FF, C' Z~.2Z 1 ~5~ SF * ~.;~9 AC Ease I $ I 5~ 5ereee ~ .---~l~t_Ertr.~.L __ __ __ II mi, Exlat Ir~J Deteflt Ic~ N i~-M'23' w C~L LUTH~A~ C~UaCH PROPOSED CONDITIONS Tc's - 3rd ADDITION Project Number: Project Name. -'Calculations by' Company' w03.0545 Carmel Luthern Church jo'b Weihe Engineers Inc. 42604 JTIME OF CONCENTRATION, SUBAREA # (Onsite) i "ainage Are Cover Area (ft^2)Area (Ac) Area(mi^2) % C SOIL CN Mannings Subarea CrA 0 2.606 0.00407 33.09 0.30 C 92 0.081 MmB2 0 2.602 0.00406 33.04 0.30 B 89 0.081. Br 0 2.667 0.00417 33.87 0.30 B/D 92 0.081 i ........ ::::::::::: ................... ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: i:i:i:f;:~:;:i:~:;:;:f~:i.i:i:;:i:fi .......................... ::::::::::::::::::::::::::: ......... S h e et F Io w (< 30 Oft ) =. 007 ( n L) ^. 8/(P 2 ) ^. 5* Flow Lengl 42 2yr Precip 2.64 Slope (ft/ft'~ 0.00761 Shallow Concentrated Flow L/3600*V Flow Lengl 100 --'-,pe (ft/ft;0.0106 ' /erage ~ 2.09 qon-Paved- 1.66 Paved= 2.09 PipeFlow =L/3600*V Fiow Lengl 570 Slope (ft/ft) 0.0035 Average ~, 2.50 0 0 o PROPOSED CONDITIONS Tc's-3rd Addition Project Number: Project Name' -CalCulations by' 7_,ompany' w03,0545 Carmel Luthern Church- jo'b Weihe Engineers Inc. ITIME OF CONCENTRATION SUBAREA# (PROPOSED CONDITIONS Tc's -3rd AdditiOn) 42304 'Area Draining to Area 1 Cover Area (ft2)Area (ac) % Soil Type C Mannings n Total 342991 ii!i.,!"i~,i~:~i;i~i:. 100.00 .~i¢,..~i.~i!~i.i!i~,,i.:.iiii 0.069 Lawn 104544 i.¢~iii:~i~~ii!ii!i!i: 30.48 0.30 0.200 Roof 67953 !~i!iai!!~~,!!, 19.81 0.90 .0.011 Pvmt 170494 iiiii~ii!~ii.~i~i~ii~Iiii., 49.71. 0.85 0.011 . Area Draining to Area 2 Cover Area (ft2)Area (ac) % Soil Type C Mannings n Total 60454 i.:.iii,ii~.ii~~!i~i: 100.00 ~iiil;~!i~I!iiiiii~i~i~;iliii 0.131 , Lawn 38333 !i~~i,.~ii .... 63.41 0:30 0.200 Roof 2084 ii:!l,~:~~!iii~!,.. 3.45 ' 0.90 0.011 Pvmt 20037 i:.i:,iiii!~~iil 33.14 0.85 0.011 Area Draining to Area 3 Cover Area (ft2)Area (act % Soil Type C Mannings r Total 32236 ~i~i~i~~..~,iiii!.i 100.00' !.!!..iii:.~ii,.!.i!iIi~i~.il.ii.~.iiii 0.098 Lawn" 14810 ii~iiii!~i~~iiiiiii 45.94 0.30 0.200 ::::::::::::::::::::::::::::::::::::::::::::::::::::: , Roof 0 ii:!i~.~~i~ 0.00 0.90 0.011 Pvmt 17426 ..!.i!~i~i.~~i¢;~i. 54.06 "-0.85 0.011 PROPOSED CONDITIONS Weighted RC - 3rd Addition Project Number: Project Name' --Calculations by' Company' lSUBAREA # (Weighted RC) w03.0545 Carmel Luthern Church jo'b Weihe Engineers inc. 423O4 '/ Type Acres % Grass 2.4 30.48006 Hard Surf 1.56 19.81204 Roof 3,91 49.6571 _ Ashphalt 0 Lake 0 I % % Acreage' - (Acres) t CrA 33.09 2.605507 !~ MmB2 33.04 2.60157 . Br 33.87 2.'666924 · Curve # % Wgted Total Use Grass 30.48006 49 14.93523 83.01499 83 _ Hard Surf 19.81204 98 19.4158 Roof 49.6571 98 48.66396 Ashphalt 0 .0 Lake 0 0 Curve # % Wgted Total Use Grass 30.48006 69 21.03124 89.111 89 Hard Surf 19.81204 98 19.4158 _ Roof 49.6571 98 48.66396 , Ashphalt 0 0 Lake 0 0 · Curve # % Wgted Total Use Grass 30.48006 79 24.07925 92.159 92 Hard Surf 19.81204 98 19.4158 Roof 49.6571 98 48.66396 Ashphalt 0 0 Lake 0 0 , Curve # % Wgted Total Use Grass 30.48006 84 25.60325 93.68301 94 i Hard Surf 19.81204 981 19.4158 Roof 49.6571 98 -48.66396 Ashphalt 0 0 Lake 0 0 .. % Wgted Total Use Grass 30.48006 0.24 0.073152 0.0807~4 0.0808 Hard Surf 1~.8~204 0.0~1 0.002~70 · Roof ' 49.6571 0.011 .0.005462 ,,~ Ashphalt 0 Lake O' I Storm Management Area SimulatiOn Data ~D(~) 0 0 ~ I~ '\ ~- r-- + -+- -~ r + + Existing Detention _ 0.0 33887.8 67775.7 101663.5 135551.4 169439.2 203327.1 237214.9 271102.8 Storage (cuff) ~,. Existing Detention 10 .... /~ 0,~ 0.0 ~.6 3.1 4.7 t5.3 7.9 ~.4 11.0 12.6 Discharge (cfs) Total Gu'lv A Culv B Culv C Culv D Weir B Weir C Weir D Fxfiltration Reservoir Report Page 1 Reservoir No. 1 - Existing Detention Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuE) Total storage (cuE) Hydraflow Hydrographs by Intelisolve 0.00 789.35 10 0 0 0.65 790.00 3,025 986 986 1.65 791.00 16,013 9,519 10,505 2.15 791.50 26,453 10,617 21,122 12.65 802.00 26,453 . 277,757 298,878 Culvert/Orifice Structures [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Span in = 12.0 0.0 0.0 0.0 No. Barrels = 1 0 0 0 Invert El. ft = 789.35 0.00 0.00 0.00 Length ft = 38.0 0..0 0.0 0.0 Slope % = 0.03 0.00 0.00 0.00 N-Value = .012 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0,00 0.00 Multi-Stage = n/a No No No Weir Structures IAI [B] [C] [D] Crest Len ft = 0.00 0.00 0.00 0.00 Crest El. ft = 0.00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Weir Type - -' ....... Multi-Stage -~ No' No No No Exfiltration Rate = 0.00 in/hdsqft Tailwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation CIv A ft cuff ft cfs 0.00 0 789.35 0.00 0.65 986 790.00 0.28 1.65 10,505 791.00 3.24 2.15 21,122 791.50 4.29 12.65 .298,878 802.00 13.18 CIv B cfs CIv C cfs Note: All outflows have been analyzed under inlet and outlet control. ............... 0.00 ............. 0.28 ............... 3.24 .............. 4.29 ............... 13.18 CIv D .Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs Proposed Detent'ion 0.0 11123.5 22247.0 33370.5 44494.0 55617.4 66740.9 77864.4 88987.9 Storage (cuff) Proposed Deten'tion 4 2 1 0 0.0 0.8 1.6 2.4 3.2 .4.0 4.8 5.6 6.4 Discharge (cfs) Total Culv A Culv B Culv C Culv D Weir B Wei~' C Weir D Fxfiltration Reservoir Report Page 1 Reservoir No. 2 - Proposed Detention Pond Data Pond storage is based on known contour areas. Average end area method used. Hydraflow Hydrographs by intelisolve Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuff) Total storage (cuff) 0.00 789.35 10 0 0 0.65 790.00 4,734 1,542 1,542 1.65 791.00 25,349 15,042 16,583 2.15 791.50 35,311 15,165 31,748 -2.65 792. O0 41,540 19,213 50,961 3.65 793.00 42,964 42,252 93,213 Culvert / Orifice Structures [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Span in = 12.0 0.0 0.0 0.0 No. Barrels = 1 0 0 0 Invert El. ft = 789.35 0.00 0.00 0.00 Length ft = 38.0 0.0 0.0 0.0 Slope % = 0.03 0.00 0.00 0.00 N-Value = .012 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = n/a No No No Weir Structures [A] [B] [C] [D] . Crest Len ff = 0.00 0.00 0.00 .0.00 Crest El. ft = 0.00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Weir Type ............. Multi-Stage = No No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Eiev. = 0.00 ft Stage/.Storage / Discharge Table Stage Storage Elevation CIv A ft cuff ft cfs 0.00 0 0.65 1,542 1.65 16,583 2.15 31,748 2.65 50,961 3.65 93,213 789.35 0.00 790.00 0.28 791.00 3.24 791.50 4.29 792.00' 5.13 793.00 6.50 Civ B cfs CIv C cfs Note: All outflows have been analyzed under inlet and outlet control. CIv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs --- 0.00 --- 0.28 --- 3.24 --- 4.29 --- 5.13 ,-- 6.50 Pro posed Dete nti o n 4 2 1 0 0.0 0.5 1.1 1.6 2.2 2.7 3.3 3.8 4.4 Discharge (cfs) Total Culv A Culv B Culv C Culv D Weir A Weir B Weir C Weir D Exfiltration Proposed Detention 0 0.0 11123.5 22247.0 3337'0.5 44494.0 55617.4 66740.9 77864.4 88987.9 StOrage (cuff) Reservoir, Report Page I Reservoir No. 3 - Proposed Detention Pond Data Pond storage is based on known contour areas. Average end area method used. Hydraflow Hydrographs by intelisoive Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) incr. Storage (cuff) Total storage (cuff) 0.00 789.35 10 0 0 0.65 790. O0 4,734 1,542 1,542 1.65 791.00 25,349 15,042 16,583 2.15 791.50 '35,311 15,165 - 31,748 2.65 792. O0 41,540 19,213 50,961 3.65 793.00 42,964 42,252 93,213 Culvert/Orifice Structures [A] [B] [C] [D] Rise in = 12.0 12.0 0~0 0.0 Span in = 12.0 12.0 0.0 0,0 No. Barrels = 1 1 0 0 Invert El. ft = 789.35 789.35 0.00 0,00 Length ff = 38.0 0.0 0.0 0.0 Slope % = 0.03 0.00 0.00 0.00 N-Value = .012 .012 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Weir Structures [A] [B] [C] [D] Crest Len ft = 0.00 ' 0.00 0.00 0.00 Crest El. ft = 0,00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Weir Type ............ Multi-Stage = N° No No ,No Exfiltration Rate = 0.00 in/hr/sqft TailWater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation CIv A CIv B ft cuff ft cfs cfs 0.00 0 789.35 - 0.00 0.00 0.65 1,542 790.00 0.28 0.28 1.65 16,583 791.00 2.23 2.23 2.15 31,748 791.50 2.95 2.95 2.65 50,961 792.00 3.53 3.53 3.65 93,213 793.00 4.47 4.47 CIv C cfs Note: All outflows have been analyzed under inlet and outlet control. Civ D Wr A 'Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs ...... 0.00 ...... 0.28 ..... 2.23 .- ..... 2.95 ..... 3.53 ...... 4.47 Summary Results of Flood Routings Hydrograph Return Period Recap Page1 i Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph ~. type Hyd(s) description .,,[ (origin) 1-Yr 2-Yr 3-Yr 5'Yr lO-Yr 25-Yr 50-Yr lO0-Yr j 1 SCS Runoff 0.03 3.71 7.47 9.53 12.77 15.00 18.44 Existing Conditions w/lst Phase 2 SCS Runoff 0.10 4.67 8.71 10.89 14.27 16.58 20.10 2nd Phase Proposed 3 Reservoir 1 0.02 1.81 3.39 3.82 4.40 4.71 5.20 1st Add+Ex Detent 4 Reservoir 2 0.05 2.33 3.~6 4.~0 4.~2 4.@5 5.4~ Pr 2nd Phase w/Ex Dot · 5 'SCS Runoff 2.@5 ~5.~2 22.6~ 2~.48 32.~4 35.~1 4~.53 Prop Conditions 3rd ~hase .[ 6 Reservoir 5 0.43 4.02 4.76 5.09 5.59 5.92 6.31 Pr 3rd Phase w/Ex Det 7 SCS Runoff 2.95 15.12 22.69 26.48 32.14 35.91 41.53 Prop Conditions 3rd Add _ L 8 Reservoir 7 0.37 3.50 .4.29 4.58 4.97 5.21 5.53 Pr 3rd Phase w/Pr Det 9 Reservoir 7 0.36 2.49 3.04 3.25 3.54 3.71 3.95 Pr 3rd Ph w/Pr Det/ori · . _~ Proj. Run date: 04-27-2004 w030545aa042204.~pw Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph ~. type flow interval peak hyd(s) elevation storage description ,,j, (origin) (cfs) (min) (min) (cuff) (ft) (cuff') _~ 1 scs Runoff 3.71 6 738 20,712 --- Existing Conditions w/lst Phase 2 SCS Runoff 4.67 ! 6 738 24,841 --- 2nd Phase Proposed 3 Reservoir 1.81 6 768 20,712 1 790.55 6,209 1st Add+Ex Detent b 4 Reservoir 2.33 6 762 24,841 2 790.68 7,491 Pr 2nd Phase w/Ex Det 5 'SCS Runoff 15.12 6 720 46,555 .... Prop ConditiOns 3rd Phase 6 Reservoir 4.02 6 738 46,555 5 791.36 18,121 Pr 3rd Phase w/Ex Der 7 SCS Runoff 15.12 6 720 46,555 --- Prop Conditions 3rd Add . 8 Reservoir 3.50 6 744 46,555 7 791.11 19,926 Pr 3rd Phase w/Pr Der 9 Reservoir 2.49 6 '744 46,555 7 791.16 21,549 Pr 3rd Ph w/Pr Det/ori I _~ ~roj. yr Run date' 04-27-2004 file: wO30545aaO42204.~p~, 8etum Pedod' 2 Hydraflow Hydrographs by Intelisolve Clydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph ~. type flow interval peak hyd(s) elevation storage description =L, (origin) (cfs) (min) (min) (cuff) (ft) (cuff) i SCS Runoff 9.53 6 738 48,743 .......... Existing Conditions w/lst Phase . 2 SCS Runoff 10.89 6 738 55,064 .... 2nd Phase Proposed 3 Reservoir 3.82 6 768 48,743 1 791.26 16,005 1st Add+Ex Detent ~4 Reservoir 4.10 6 768 55,064 2 791.40 19,024 Pr 2nd Phase w/Ex Det 5 SCS Runoff 26.48 6 720 82,865 .... Prop Conditions 3rd Phase 6 Reservoir 5.09 6 744 82,865 5 792.02 34,792 Pr 3rd Phase w/Ex Det 7 SCS Runoff 26.48 6 720 82,865 .... Prop Conditions 3rd Add b Reservoir 4.58 6 744 82,865 7 791.66 37,936 Pr 3rd Phase w/Pr Det 9 Reservoir 3.25 6 756 82,865 7 791.74 41,065 Pr 3rd Ph w/Pr Det/ori , _( Proj. file' w030545aa042204.gp~ Return ~edod' ~0 Run date' 04-27-2004 yr Hydraflow I--Iydro~raphs by lntelisoive Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph 3. type flow interval peak hyd(s) elevation storage description .I. (origin) (cfs) (min) (min) (cuff) (ft) (cuft) I 1 SCS Runoff 18.44 6 738 92,638 .... Existing Conditions w/lst Phase -- 2 SCS Runoff 20.10 6 738 101,017 .... 2nd Phase Proposed 3 Reservoir 5.20 6 774 92,637 I 792.09 36,671 1st Add+EX Detent J. 4 Reservoir 5.46 6 774 101,017 2 792.26 41,107 Pr 2nd Phase w/Ex Det. 5 SCS Runoff - 41.53 6 720 132,767 .... Prop Conditions 3rd Phase b 6 Reservoir 6.31 6 - 744 132,767 5 792.87 57,426 Pr 3rd Phase w/Ex Det 7 SCS Runoff 41.53 6 720 132,767 .... 'Prop Conditions 3rd Add I 8 Reservoir 5.53 6 750 132,767 7 792.27 62,364 Pr 3rd Phase w/Pr Det 9 Reservoir 3.95 6 762 132,767 7 792.41 68,324 Pr 3rd Ph w/Pr Det/ori Proj. file w030545aa042204.gpv~, Return Period' 100 yr Run date' 04-27-2004 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page I Hyd. No. 3 1st Add+Ex Detent Hydrograph type Storm frequency Inflow hyd' No. Max. Elevation - Reservoir - 2 yrs = 1 = 790.55 ft Hydraflow Hydrographs by lntelisoive Peak discharge Time interval Reservoir name Max. Storage - 1.81 cfs = 6 min - Existing Detentio = 6,209 cuff Storage Indication method used. · Hydrograph Discharge Table Time Inflow Elevation CIv A (hrs) cfs ft cfs 12.60 2.65 790.52 1.67 12.70 2.18 790.54 1.78 12.80 1.68 790.55 << 1.81 12.90 1.22 790.54 1.75 13.00 0.95 790.5-1 1.65 13.10 0.85 790.49 1.51 ...End CIv B cfs CIv C cfs CIv D cfs Wr A Wr B cfs cfs Outflow hydrograph volume = 20,712 cuff Wr C Wr D Exfil Outflow cfs Cfs cfs cfs ............... 1.67 ............... 1.78 ............... 1.81 << ............... 1.75 ............... 1.65 ............... 1.51 Hyd. No. 3 - Reservoir- 2 Yr- Qp = 1.81 cfs - 1st Add+Ex Detent 0 0.0 2.8 5.6 8.4 11.2 14.0 16.8 19.6 22.4 25.2 28.0 Time (hrs) /' Hyd. 1 /' Hyd. 3 Hydrograph Report Page I _ . HYd. No. 3 1 st Add+Ex Detent Hydrograph type Storm frequency Inflow hyd, No. Max. Elevation - Reservoir - 10 yrs =1 = 791.26 ft Hydraflow Hydrographs by Intelisoive Peak discharge Time interval Reservoir name Max. Storage - 3.82 cfs = 6 min - Existing Detentio = 16,005 cult Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation CIv A (hrs) cfs ft cfs 12.30 9.53 << 790.97 3.16 12.40 8.61 791.08 3.44 12.50 7.53 791.16 3.61 12.60 6.32 791.22 3.73 12.70 5.02 791.25 3.80 12.80 3.74 791.26 << 3.82 12.90 2.63 791.25 3.80 13.00 2.02 791.22 3.74 t3.10 1.81 791.19 3.68 13.20 1.64 791.16 3.61 13.30 1.50 791.13 3.53 13.40 1.40 791.09 3.45 13.50 1.32 791.06 3.37 13.60 1.25 791.02 3.29 13.70 1.18 790.97 3.17 ...End CIvB ClvC CIvD WrA WrB cfs cfs cfs 'cfs cfs Outflow hydr0graph volume = 48,743 cuft Wr C Wr D Exfil Outflow cfs cfs cfs 'cfs ............... 3.16 ............... 3.44 ............... 3.61 ............... 3.73 ............... 3.80 ............... 3.82 << .......... 3.80 ............... 3.74 ' ............... 3.68 ............... 3.61 ............... 3.53 ................ 3.45 ............... -- 3.37 ............... 3.29 .......... 3.17 Hyd. No. 3 - Reservoir- 10 Yr- Qp = 3.82 cfs - 1st Add+Ex Detent 1'0 0 0.0 2.8 5.6 8.5 11.3 14.1 16.9 19.7 22.6 25.4 28.2 Time (hrs) ~' Hyd. 1 ~' Hyd. 3 Hydrograph Report Page 1 Hyd. No. 3 1st Add+Ex Detent Hydrograph type - Reservoir Storm frequency - 100 yrs Inflow hyd. No. = 1 Max. Elevation = 792.09 ft Hydraflow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage - 5.20 'cfs = 6 min -. Existing Detentio . = 36,671 cuff Storage Indi~.ation method used. Hydr0graph Discharge Table Time Inflow Elevation CIv A (hrs) cfs ft cfs 12.30 18.44<< 791.54 4.35 12.40 1.6.47 791.71 4.62 12.50 14.24 791.86 4.85 12:60 11.78 791.97 5.02 12.70 9.22 792.04 5.13 12.80 6.75 792.08 5.19 12.90 4.65 792.09 << 5.20 13.00 3.54 792.07 5.18 13.10 3.16 792.05 5.14 13.20 2.85 792.02 5.10 13.30 2.62 791.99 5.05 13.40 2.43 791.95 4.99 13.50 2.28 791.92 4.94 13.60 2.16 791.88 4.88 13.70 2.04 791.84 4.82 13.80 1.94 791.81 4.77 13.90 1.84 791.77 4.70 14.00 1.75 791.73 4.64 14.10 1.67 791.69 4.58 14.20 1.60 791.65 4.52 14.30 1.53 791.61 4.46 14.40 1.47 791.57 4.40 14.50 1.43 791.53 4.34 t4.60 1.39 791.49 4.27 · . 14.70 1.35 791.44 4.18 ...End ClvB CivC CIvD WrA WrB cfs cfs cfs cfs cfs Outflow hydrograph volume = 92,637 cuff Wr C Wr D Exfii Outflow cfs cfs cfs cfs ............... 4.35 ............... 4.62 ............... 4.85 ............... 5.02 ............... 5.13 ............... 5.19 ............... 5.20 << ............... 5.18 ............... 5.14 ............... 5.10 ............... 5.05 ............... 4.99 ................ 4.94 ............... 4.88 ............... 4.82 ............... ~4.77 ............... 4.70 ............... 4.64 ............... 4.58 ............... 4.52 ............... 4.46 ............... 4.40 ............... 4.34 ............... 4.27 .......... 4.18 Hyd. No. 3 Reservoir- 100 Yr- Qp = 5.20 cfs - 1st Add+Ex Detent 2( 0 0.0 2.9 5.8 8.7 11.6 14.5 17.4 20.3 23.2 26.1 29.0 Time (hrs) ~' Hyd. 1 ~' Hyd. 3 Hydrograph Report Page 1 Hyd. No. 7 Prop Conditions 3rd Add Hydraflow Hydrographs by Intelisolve Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration - SCS Runoff - 2 yrs = 7.87 ac = 0.0% = USER = 2.64 in = 24hrs Peak discharge - 15.12 cfs . Time interval = 6 min Curve number = 91 Hydraulic length. = 0 ft Time ofconc. (Tc) - 9.4 min Distribution = Type II Shape factor .. = 484 Hydrograph Discharge Table Hydrograph Volume = 46,555 cult Time -- Outflow (hrs cfs) 11.90 10.43 12.00. 15.12 << 12.10 13.86 ...End ~Hyd. No. 7 - SCS Runoff- 2 Yr- Qp = 15.12 cfs - Prop Conditions 3rd Add 15 . 10 0.0 2.4 4.8 7.3 9.7 12.1 14.5 16.9 19.4 21.8 24.2 Time (hrs) ~ Hyd. 7 Hydrograph Report Page 1 Hyd. No. 7 Prop Conditions 3rd Add Hydrograph type Storm frequency Drainage area Basin Slope' Tc method Total precip. Storm duration - SCS Runoff - 10 yrs = 7.87 ac = 0.0% = USER = 4.08 in = 24 hrs Hydraflow Hydrographs by lntelisoive Peak discharge - 26.48 cfs Time interval = 6 min Curve number = 91 HydraUlic length - 0 ft Time of conc. (Tc)- 9.4 min Distribution = Type i1' Shape factor = 484 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.9o 18.76 12.00 26.48 << 12..10 23.86 Hydrograph Volume = 82,865 cult ...End Hyd. No. 7 - SCS Runoff- 10 Yr- Qp = 26.48 cfs --Prop Conditions 3rd *'Add 0 0.0 2.4 4.8 7.2 9.6 12.1 14.5 16.9 19.3 21.7 Time (hrs) ~ Hyd. 7 24.1 Hydrograph Report Page 1 Hyd. No. 7 Prop Conditions 3rd Add Hydrograph type Storm frequency Drainage area Basin Slope Tc-method Total precip. Storm duration - SCS Runoff - 100 yrs = 7.87 ac = O.O.% = USER = 6.00 in = 24hrs Hydraflow Hydrographs by Intelisolve Peak discharge - 41.53 cfs Time interval = 6 min Curve number = 91 Hydraulic length - 0 ft Time ofconc. (Tc) - 9.4- min Distribution. = Type II ; Shape factor = 484' Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.90 29.87 12.00 41.53 << 12.10 37.07 ...End Hydrograph Volume = 132,767 cuff Hyd. No. 7 - SCS Runoff- 100 Yr- Qp = 41.53 cfs - Prop Conditions 3rd Add 4( 30, 2O 10" 0 0.0 2.4 4.8 7.2 9.6 12.1 14.5 16.9 19.3 21.7 24.1 Time (hrs) ~ Hyd. 7 Hydrograph Report Page 1 Hyd. No. 8 Pr 3rd Phase w/Pr Det Hydrograph type Storm frequency Inflow hyd. No. Max. Elevati°n - Reservoir - 2 yrs = 7 = 791.11 ft Hydraflow Hydrographs by lntelisolve Peak discharge Time interval Reservoir name Max. Storage - 3.50 cfs = 6 min - Proposed Detentio = 19,926 cuff storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation CIv A (hrs) Cfs ft cfs 12.00 12.10 12.20 12.30 12.40 12.50 12.60 12.70 12.80 12.90 13.00 13.10 13.20 13.30 13.40 13.50 13.60 13.70 13.80 15.12<< 13.86 8 77 4 53 2 56 218 1 83 1 57 1.40 1.30 1.21 1.13 1.06 1.00 0.95 0.90 0.86 0.81 O.78 790.67 2.28 790.95 3.11 791.07 3.41 791.11 3.49 791.11<< 3.50 791.10 3.47 791.08 3.43 791.06 3.38 791.04 3.33 791.01 3.27 790.98 3.19 79O.94 3.07 790.89 2.95 790.84 2.83 790.80 2.71 79O.76 2.58 790.72 2.46 790.68 2.33 790.65 2.21 ...End CIvB CIvC CIvD WrA WrB cfs cfs cfs cfs cfs Outflow hydrograph volume = 46,555 cuff Wr C Wr D Exfil Outflow cfs cfs cfs cfs 2.28 3.11 3.41 3.49 3.50 << 3.47 3.43 3.38 3.33 3.27 3.19 3.07 2.95 2.83 2.71 2.58 2.46 2.33 2.21 "Hyd. No. 8 - Reservoir- 2 Yr- Qp = 3.50 cfs - Pr 3rd Phase w/Pr Det 15" 0 0.0 3.0 5.9 8.9 11.9 14..9 17.8 20.8 23.8 26.7 29.7 Time (hrs) /' Hyd. 7 ,/' Hyd. 8 Hydrograph Report Page 1 .Hyd. No.. 8 Pr 3rd Phase w/Pr Det Hydrograph type - Reservoir Storm frequency - 10 yrs Inflow hyd. No. '~ = 7 Max. Elevation = 791.66 ft Hydraflow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage - 4.58 cfs = 6 min - Proposed Detentio = 37,936 cuff Storage Indication method used. Hydrograph Discharge-Table Time Inflow Elevation CIv A (hrs) cfs ft cfs CIvB CIvC ClvD WrA WrB cfs cfs cfs cfs cfs, 11.90 18.76 790.89 2.96 ..... 12.00 26.48<< 791.18 3.64 ..... 12.10 23.86 791.43 4.15 ..... 12.20 14.93 791.58 4.44 ..... 12.30 7.60 791.65 4.56 ..... 12.40 4.26 791.66 << 4.58 12.50 3.63 791.66 4.57 ..... 12.60 3.04 791.64 4.55 ..... 12.70 2.60 791.63 4.52 ..... 12.80 2.33 791.61 4.49 ..... 12.90 2.15 791.59 4.45 ..... 13.00 2.00 791.57 4.41 ..... 13.10 1.86 791.54 4.37 ..... 13.20 1.74 791.52 4.32 13.30 1.65 791.49 4.28 ..... 13.40 1.56 791.46 4.22 ..... 13.50 1.49 791.43 4.16 ..... 13.60 1.41 791.40 4.10 ..... 13.70 1.34 791.37 4.03 ..... 13.80 1.28 791.33 3.97 ..... 13.90 1.22 791.30 3.91 ..... 14.00 1.16 791.27 3.84 ..... 14.10 1.11 791.24 3.78 ..... 14.20 1.07 791.21 3.71 ..... 14.30 1.04 791.18 3.64 14.40 1.02 791.15 3.57 ..... 14.50 1.00 791.12 3.51 ..... 14.60 0.98 791.09 3.44 ..... 14.70 0.96 791.06 3.37 ..... 14.80 0.94 791.03 3.30 ..... 14.90 0.92 791.00 3.24 ..... 15.00 0.90 790.95 3.10 15.10 0.88 790.90 2.97 ..... 15.20 0.86 790.85 2.83 ..... ...End Outflow hydrograph volume = 82,865 cuff WrC Wr D Exfil Outflow cfs cfs cfs cfs ............... 2.96 ............... 3.64 ............... 4.15 ............... 4.44 ............... 4.56 ............... 4.58 << ............... 4.57 ............... 4.55 .......... 4.52 ............... 4.49 ............... 4.45 ............... 4.41 ................ 4.37 ............... 4.32 ............... 4.28. ............... 4.22 .......... 4.16 ............... 4.10 .......... 4.03 ............... 3.97 ............... 3.91 ............... 3.84 ............... 3.78 ............... 3.71 ............... 3.64 ............... 3.57 ............... 3.51 .......... 3.44 ............... 3.37 ............... 3.30 ............... 3.24 ............... 3.10 ............... 2.97 ............... 2.83 Hyd. No. 8 - Reservoir- 10 Yr- Qp = 4.58 cfs - Pr 3rd Phase w/Pr Det .. 0 0.00 3.09 6.18 9.27 12 36 '15.45 18.54 21.63 24.72 27.81 30.90 Time (hrs) ,~' Hyd. 7 ,/' Hyd. 8 Hydrograph Report Page 1 Hyd. No.. 8 Pr 3rd Phase w/Pr Det Hydrograph type - Reservoir Storm frequency - 100 yrs Inflow hyd. No. = 7 Max. Elevation = 792.27 ft Hydrafiow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage - 5.53 cfs = 6 min - Proposed Detentio = 62,364 cuff Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation Clv A (hrs) cfs ft cfs 12.00 12.10 12.20 12.30 12.40 12.50 12.60 12.70 12.80 12.90 13.00 13.10 13.20 13.30 13.40 13.50 13.60 13.70 13.80 13.90 14.00 14.10 14.20 14.30 14.40 14.50 14.60 14.70 14.80 14.90 15.00 15.10 15.20 41.53 << 791.59 4.45 37.07 791.91 5.00 23.05 792.13 5.33 11.64 792.24 5.48 6.50 792.27 5.53 5.53 792.27 << 5.53 4.63 792.27 5.53 3.96 792.26 5.51 3.54 792.24 5.49 3.26 792.22 5.47 3.04 792.20 5.44 2.83 792.18 5.41 2.65 792.16 5.37 2.50 792.14 5.34 2.37 792.11 5.30 2.25 792.09 5.26 2.14 792.06 5.22 2.03 792.03 5.18 1.93 792.01 5.14 1.85 791.98 5.10 1.76 791.95 5.05 1.68 791.92 5.00 1.62 791.88 4.95 1.57 791.85 4.90 1.54 791.82 4.85 1.51 791.79 4.80 1.48 79i .76 4.75 1.45 791.73 4.69 1.42 791.70 4.64 1.39 791.67 4.59 '1.36 791.64 4.54 1.33 791.61 4.49 1.30 791.58 4.43 ...End CIvB CIvC ClvD WrA WrB cfs cfs cfs cfs cfs Outflow hydrograph volume = 132,767 cuff Wr C Wr D Exfil Outflow cfs cfs cfs cfs 4.45 5.00 5.33 5.48 5.53 5.53 << 5.53 5.51 5.49 5.47 5.44 5.41 5.37 5.34 5.30 5.26 5.22 5.18 5.14 5.10 5.05 5.00 '4.95 4.90 4.85 4.80 4.75 4.69 4.64 4.59 4.54 4.49 4.43 Hyd. No. 8 - Reservoir- 100 Yr- Qp = 5.53 cfs - Pr 3rd Phase w/Pr Det 5O 4O 3O 2O 10 0 0.0 3.1 6.2 9.4 12.5 15.6 18.7 21.8 25.0 28.1,. 31.2 Time (hrs) ,~' Hyd. 7 ,~' Hyd. 8 Hydrograph Report Page 1 Hyd. No. 9 Pr 3rd Ph w/Pr Det/ori Hydrograph type - Reservoir Storm frequency - 2 yrs Inflow hyd. No. = 7 Max. Elevation = 791.16 ft Hydraflow Hydrographs by Intelisoive Peak discharge Time interval Reservoir name Max. Storage - 2.49 cfs = 6 min - Proposed Detentio = 21,549 cuff Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation CIv A (hrs) cfs ft ' cfs 12.00 15.12 << 790.69 1.61 12.10 13.86 790.99 2.21 12.20 8.77 791.10 2.39 12.30 4.53 791.15 2.47 12.40 2.56' 791.16 << 2.49 12.50 2.18 791.16 2.49 12.60 1.83 791.16 2.48 12.70 1.57 791.15 2.46 12.80 1.40 791.14 2.45 12.90 1.30 791.12 2.43 13.00 1.21 791.11 2.41 13.10 1.13 791.09 2.38 13.20 1.06 791.08 2.36 13.30 1.00 791.06 2.33 13.40 0.95 791.05 2.31 13.50 0.90 791.03 2.28 13.60 0.86 791.02 2.25 13.70 0.81 791.00 2.22 13.80 0.78 790.96 2.16 13.90 0.74 790.93 2.11 14.00 0.71 790.90 2.05 14.10 0.68 790.87 1.99 14.20 0.65 790.84 1.93 14.30 0.63 790.81 1.87 14.40 0.62 790.78 1.81 14.50 0.61 790.75 1.75 14.60 0.60 790.72 1.69 14.70 0.58 790.70 1.64 14.80 0.57 790.67 1.58 14.90 0.56 790.65 1.52 ...End CIvB ClvC CIvD WrA WrB cfs cfs cfs cfs cfs 1.61 2.21 2.39 2.47 2.49 2.49 2.48 2.46 2.45 2.43 2.40 2.38 2.36 2.33 2.31 2.28 2.25 2.22 2.16 2.11 2.05 1.99 1.93 1.87 1.81 1.75 1.69 1.64 1.58 1.52 Outflow hydrograph volume = 46,555 cuff Wr C Wr D Exfii Outflow cfs cfs cfs cfs .......... 1.61 2.21 ..... 2.39 .......... 2.47 .......... 2.49 << ., .......... 2.49 .......... 2.48 .......... 2.46 .......... 2.45 ..... 2.43 .......... 2.41 .......... 2.38 .......... 2.36 .......... 2.33 ..... 2.31 ' 2.28 .......... 2.25 .......... 2.22 .......... 2.16 ..... 2.11 ..... 2.05 ..... 1.99 ..... 1.93 .......... 1.87 .......... 1.81 .......... 1.75 ..... 1.69 .......... 1.64 ..... 1.58 .......... 1.52 .Hyd. No. 9 - Reservoir- 2 Yr - Qp = 2.49 cfs - Pr 3rd Ph w/Pr Det/ori 20- 15- 10- 0 0.0 3.1 6.2 9.4 12.5 15.6 18.7' 21.8 25.0 28.1 31.2 Time (hrs) ,~ Hyd. 7 ~' Hyd. 9 Hydrograph Report Page I Hyd. No. 9 Pr 3rd Ph w/Pr Det/ori Hydrograph type - Reservoir Storm frequency - 10 yrs ~ Inflow hyd-No. = 7 ' Max. Elevation = 791.74 ft Hydraflow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage - 3.25 cfs = 6 min - Proposed Detentio = 41',065 cuff Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation CIv A (hrs) cfs ft cfs 11.90 18.76 12.00 26.48 << 12.10 23.86 12.20 14.93 12.30 7.60 12.40 4.26 12.50 3.63 12.60 3.04 12.70 2.6O 12.80 2.33 12.90 2.15 13.00 ' 2.0O 13.10 1.86 13.20 1.74 13.30 1.65 13.40 1.56 13.50 1.49 13.60 1.41 13.70 1.34 13.80 1.28 13.90 1.22 14.00 1.16 14.10 1.11 14.20 1.07 14.30 1.04 14.40 1.02 14.50 1.00 14.60 0.98 14.70 0.96 14.80 O.94 14.90 0.92 15.00 0.90 15.10 0.88 15.20 0.86 15.30 0.84 15.40 0.82 15.50 0.80 15.60 O.78 ClvB CIvC CIvD WrA WrB cfs cfs cfs cfs cfs 790.94 2.11 2.11 .................... 791.21 2.56 2.56 .................... 791.48 2.92 2.92 ............... 791.63 3.12 3.12 .................... 791.71 3.21 3.21 .................... 791.74 3.24 3.24 .................... 791.74 3.25 3.25 .................... 791.74 << .3.25 3.25 .................... 791.74 3.24 3.24 ~- ................... 791.73 3.23 3.23 ................. -~-- 791.72 3.22 3.22 ....... . ....... 791.71 3.21 3.2t .................... 791.70 3.20 3.20 .................... 791.69 3.18 3.18 .................... 791.67 3.17 3.17 ............... . .... 791.66 3,15 3.15 .................... 791.64 3.13 3.13 ............... 791.63 - 3.11 3.11 .................... 791,61 3.09 3.09 .................... 791.59 3.07 3.07 .................... 791.58 3.05 3.05 ............... 791.56 3.03 3.03 .................... 791.54 3.01 3.01 .................... 791.52 2.98 2.98 .................... 791.51 2.96 2.96 .................... 791.49 2.94 2.93 .................... 791.46 2.91 2.91 ............... 791.44 2.88 2.88 .... ~ .......... 791.42 2.85 2.85 .................... 791.40 2.82 2.82 -' .................. 791.37 2.79 2.79 .................... 791.35 2.76 2.76 .................... '791.33 2.73 2.73 .................... 791.31 2.70 2.70 -, ............. 791.29 2.67 2.67 ............... 791.26 2.64 2.64 .................... 791.24 2.60 2.60 .................... 791.22 2.57 2.57 .................... Outflow hydrograph volume = 82;865 cuff Wr C Wr D Exfil Outflow cfs cfs cfs cfs ............... 2.11 ............. ,- 2.56 ............... 2.92 ............... 3.12 ............... 3.21 ............... 3.24 ............... 3.25 ............... 3.25 << ............... 3.24 ............... 3.23 ............... 3.22 ...... .- ........ 3.21 ............... 3.20 ............... 3.18 ............... 3.17 ............... 3.15 ............... 3.13 ............... 3.11 ............... 3.09 ............... 3.07 ............... 3.05 ............... 3.03 ............... 3.01 ............... 2.98 ............... 2.96 ............... 2.93 ............... 2.91 ............... 2.88 ............... 2.85 ............... 2.82 ............... 2.79 ............... 2.76 .... ~ .......... 2.73 ............... 2.70 ............... 2.67 ............... 2,64 ............... 2.60 ............... 2.57 Continues on next page... Pr 3rd Ph w/Pr Det/ori Hydrograph Discharge Table Time Inflow Elevation CIvA' CIv B (hrs) cfs ft cfs cfs 15.70 0.76 791.20 2.54 2.54 15.80 0.74 791.18 2.51, 2.51 15.90 0.72 791.16 2.48 2.48 16.00 0.70 791.14 2.45 2'145 16.10 0.68 791.1'2 2.42 2.42 16.20 0.67 791.10 2.38 2.38 16.30 0.66 791.08 2.35 2.35 16.40 0.65 791.06 2.32 2.32 16.50 0.64 791.04 2.29 2.29 16.60 0.63 791.02 2.26 2.25 16.70 0.63 790.99 2.22 2.22 16.80 0.62 790.96 2.15 2.15 16.90 0.61 790.92 2.09 2.09 17.00 0.60 790.89 2.03 2.03 17.10 0.60 790.85 1.96 1.96 _ ...End CIv C cfs CIv D cfs Wr A cfs Wr B cfs Wr C cfs Wr D cfs Page 2 Exfil cfs Outflow cfs 2.54 2.51 2.48 2.45 2.42 2.38 2.35 2.32 2.29 2.25 2.22 2.15 2.09 2.03 1.96 Hyd. No. 9 - Reservoir- 10 Yr- Qp = 3.25 cfs - Pr 3rd Ph w/Pr Det/ori 3O 2~ 0 0.0 3.2 6.5 9.7 12.9 16.1 19.4 22.6 25.8 29.1 32.3 Time (hrs) ~' Hyd. 7 ,~' Hyd. 9 Hydrograph Report Page 1 Hyd. No. 9 Pr 3rd ph w/Pr Det/ori . Hydr0graph type, Storm' frequency Inflow hyd. No.. Max. Elevation - Reservoir - 100 yrs = 7 = 792.41 ft Hydrafiow Hydrographs by Intelisolve ' Peak discharge Time interval Reservoir name Max. Storage - 3.95 cfs = 6 min - Proposed Detentio = 68,324 cuff . Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation Civ A (hrs) cfs ft cfs 11.90 12.00 12.10 12.20 12.30 12.40 12.50 12.60 12.70 12.80 12.90 13.00 13.10 13.20 13.30 13.40 13.50 13.60 13.70 13.80 13.90 14.00 14.10 14.20 14.30 14.40 14.50 14.60 14.70 14.80 14.90 15.00 15.10 15.20 15.30 15.40 15.50 15.60 29.87 41.53 << 37.07 23.05 11.64 6.50 5.53 4.63 3.96 3.54 3.2'6 3.04 2.83 2.65 2.50 2.37 2.25 2.14 2.03 ,, 1.93 1.85' 1,.76 1.68 1.62 1.57 1.54 1.51 1.48 1.45 1.42 1.39 1.36 1.33 1.30 1.27 1.24 1.21 1.18 CIvB CIvC CIvD WrA WrB cfs cfs cfs cfs cfs 791.31 '2.70 2.70 791.66 3.15 3.15 792.00 3.53 , 3.53 792.22 3.76 3.76 792.34 3.87 3.87 792.38' 3.92 3.92 792.40 3.93 3.93 792.41 3.94 3.94 792.41 << 3.95 3.95 792.41 3.94 3.94 792.40 3.94 3.94 792.40 3.93 3.93 792.39 3,93, 3.93 792.38 3.92 3.92 792.37 3.90 3.90 792.36 3.89 3.89 792.34 3.88 3.88 792.33 3.87 3.87 792.31 3.85 3.85 792.30 3.84 3.84 792.28 3.82 3.82 792.26 3.80 3.80 792.25 3.79 3.78 792.23 3.77 3.77 792.21 3.75 3.75 792.19 3.73 3.73 792.17 3.71 3.71 792.15 3.69 3.69 792.13 3.67 3.67 792.11 3.65 3.65 792.10 3.63 3.63 792.08 3.61 3.61 792.06 3.59 3.59 792.04 3.57 3.57 792.02 3.55 3.55 792.00 3.53 3.53 791.98 3.51 3.51 791.96 3.49 3.49 Outflow hydrograph volume = 132,767 cuff Wr C Wr D Exfil Outflow cfs cfs Cfs cfs 2.70 3.15 3.53 3.76 3.87 3.92 3.93 3.94 3.95 << 3.94 3.94 3.93 3.93 3.92 3.90 3.89 3.88. 3.87 3.85 3.84 3.82 3.80 3.78 3.77 3.75 3.73 3.71 3.69 3.67 3.65 3.63 3.61 3.59 3.57 3.55 3.53 3.51 3.49 Continues on next page.., Pr 3rd Ph w/Pr Det/ori Hydrograph Discharge Table Time Inflow Elevation CIvA CIv B (hrs) cfs ft cfs' cfs 15.70 1.15 15.80 1.12 15.90 1.09 16.00' 1.05 16.10 1.03 16.20 .1.00 16.30 0.99 16.40 0.98 16.50 0.97 16.60 0.95 16.70 0.94 16.80 0.93 16.90 .0.92 17.00 0.91 17.10 0~90 17.20 0.89 17.30 0.88 17.40 0.87 17.50 0.86 17.60 0.85 17.70 0.84 17.80 0.83 17.90 0.81 18.00 0.80 18.10 0.79 18.20 0.78 18.30 0.77 18.40 0.76 18.50 0.75 18.60 0.74 18.70 0.73 18.80 0.72 18.90 0.71 19.00 0.70 19.10 0.68 19.20 ' 0.67 19.30 0.66 19.40 0.65 19.50 0.64 Clv C cfs ...End Civ D cfs Wr A cfs Wr B cfs Wr C cfs 791,93 3,46 3,46 ......................... 791,91 3,44 3,44 ......................... 791,89 3,41 3,41 .................... 791,87 3,39 3,39 ......................... 791,85 3,37 3,37 ......................... 791,82 3,34 3,34 .................... 791,80 3,32 3,32 ......................... 791,78 3,29 3,29 .................... 791,76 3,27 3,27 .................... 791,74 3,24 3,24 .................... 791,72 3,22 3,22 .................... 791,70 3,19 3,19 .................... ' ..... 791,67 3,17 3,17 ......................... 791,65 3,14 3,14 ......................... 791,63 3,12 3,12 ......................... 791,61 3,09 3,09 ......................... 791,59 3,07 3,07 ......................... 791,57 3,04 3,04 ......................... 791,55 3,02 3,02 ......................... 791,53 2,99 2,99 ......................... 791,51 2,97 2,97 ......................... 791,49 2,94 2,94 .................... 791,46 2,91 2,91 .................... 791,44 2,87 2,87 ......................... 791,41 2,84 2,84 ............... ' .......... 791,39 2,81 2,81 ......................... 791,37 2,78 2,78 ......................... 791,34 2,75 2,74 ......................... 791.32 2,71 2.71 ......................... 791,30 2,68 2,68 .................... 79.1,27 2,65 2,65 .................... 791,25 2,62 2,62 ......................... 791,23 2,58 2,58 ......................... 791,21 2,55 2,55 ......................... 791,18 2,52 2,52 ......................... 791,16 2,49 2,49 .................... 791,14 2,45 2,45 ......................... 791,12 2,42 2.42 ......................... 791,10 2,39 2,39 ......................... Wr D cfs Page 2 Exfil cfs Outflow cfs 3.46 3.44 3.41 3.39 3.37 3.34 3.32 3.29 3.27 3.24 3.22 3.19 3.17 3.14 3.12 3.09 ' 3.07 3.04 3.02 2.99 2.97 2.94 2.91 2.87 2.84 2.81 2.78 2.74 2.71 2.68 2.65 2.62 2.58 2.55 2.52 2.49 2.45 2.42 2.39 Hyd. 'No. 9 - Reservoir- 100 Yr- Qp = 3.95 cfs - Pr 3rd Ph w/Pr Det/ori 5( 4( 3O 2( 10 0 0.0 3.3 '6.5 9.8 13.0 16.3 19.6 22.8 26.1 29.3 32.6 Time (hrs) / Hyd. 7 /' Hyd. 9 Storm Sewers Analysis NOTE: When specifying or ordering grates- Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109. R-3403-F Gutter Inlet Frame and Grate Heavy Duty Not recommended for bicycle traffic. R-3404-5 Gutter Inlet Frames and Grates Heavy Duty Catalog Dimensions in Inches A B C E F G H R-3404 R-3405 , 23 5/8 x 23 5/8 1 1/2 _2_~ x ~? 32 3/4 x 32 3/4 6 2 1/8 x 2 1/8 1 R-3405-A- 23 7/8 x 23 7/8 2 ~? x 22 32 1/8 x 32 1/8 6 1/8 2 1/4 x 2 1/4 1 .7/16 R-3405-B*o 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 29 6 1/8 2 1/4 x 2 1/4 1 7/16 *Same as R-3405-A except base flange on 3 sides only. ,Also available with TyPe L grate. See R-3588-LL. '21 1/2 x 21 1/2 1 1/2 20 1/8 x 20 1/8 30 5/8 x 30 5/8 5.1/8 2 x 2 15/16 ' ¸ L A L "Illustrating R-3405 - 180 N EENAH FOUNDRY COMPANY CASTING CAPACITIES Project Number: w03.0545 4127104 Project Name' I Carmel l..uthern Church Calculations by: jo'b Company: Weihe Engineers inc. , Neenah R~.3405 ...... CaSting Area - 1~5 Sq.Ft. Casting Weir = 7.9 Sq.Ft. ' Orifice Flow Q= ca(2gh)^~/2 where' C= 0.6 Height Q 0 0 0.1, 2.283944 0.2 3.229985 0.3 3.955907 0.4 4.567888 O.5 5.107054 0.6 5.594497 0.7 6.O42748 0.8' 6.459969 0.9 6.851832 1 7.222465 , Weir ~Flow Q= CLH^3/2 ''where: ~ C= 3.3 Height Q 0 0 0.1 0.824406 O.2 2.331772 0.3 4.283738 0.4 6.595246t O.5 9.217137 0.6 12.11624 ~ 0.7, 15.26821 t 0.8 18.65417 I 0.9 22.25896 I t 1 26.07 I t Summary Height Orifice Weir Capacity 0 0 0 0 0.1 2.283944 0.824406 0.8244 0.2 3.229985 2.331772 2.3317 0.3 3.955907 4.283738 3.9559 · 0.4 4.567888 6.595246 4.56,79 0.5 5.107054 9.217137 5.107 0.6 5.594497 12.11624 5.5945 0.7 6.042748 15.26821 6.0427 0.8 6.459969 18.65417 6.4599 0.9 6.851832 22.25896 6.8518 1 7.222465 26.07 7.2224 · . · Please refer to.,,CHoOSING THE. PROPER: INLET.. GRATE,, ~on pages 10S and "' - . . .. ~///////~ ~. !, with flat curbplate in place of rb bo; ~ ' ~ CURB BOX ADJUSTABLE 5" TO 8" ' ' ~' ' ' 35'7/16" . >J Available with flat curbplate in place 0f Cu~b:'b0x. -- R.3010 "urb Inlet Frame, Grate, Curb OX Heavy Duty Available with flat cUrbpla;~e in place o~ Curb box. Available with grate Type A, Type D §, Type L or -- Type R-Diagonal. Also available with curb boxes in open or barred style, .1 1/2" vertical radius, Type D, semi-roll 3" radius or roll type 6" radius designs. --' Type R,-Diagonal grate not recommended for bicycle traffic when used with curbplate. Specify: . __ 1. Grate type, if other than standard'type shown. 2. Curb box style, if other than standard style shown. {}Not recommended for bicycle traffic. ~.-.,. ~..,; .. - R-3015 -- Curb Inlet Frame, Grate, Curb Box ' -- Heavy Duty -. ~ Also available with Type L grate. Type R-diagonal grate shown. "oe R-Diagonal gr~te not recommended for .3ycle traffic.when used with curbplate. 233/4" '!";i : cuRB BOX ADJUSTABLE 5"TO 10". '. ',J '' _, c ~)0.':. '...' II .' . I1" DIAGON L B I~% :..~: r ~'~ ~"i~ '"'" ' .... '":1 WITH11/2" OPENINGS ~ ~ 3"R 35 7/16" ' ' ~ ~' 35 7/16" } ~ > ' ~ .. R-3030 Curb Inlet Frame, Grate, Curb Box _ Heavy Duty _ Available with grate Type A, Type D §, Type L or Type R-Diagonal. Also available with curb boxes in open or barred style, 11/2" vertical radius, Type D, semi-roll 3" radius or roll type 6" radius _ designs. § Not recommended for bicycle traffic. Type R-Diagonal grate not recommended for bicycle traffic when used with' curbplate. Specify: '. Grate type, if other than standard type shown. _. Curb box style~, if other than standard style shown. 114 NEENAH FOUNDRY COMPANY Available with flat curbplate in place of curb box. CASTING CAPACITIES ~ Project Number: w03.0545 5/17/04 Project Name: Carmel Luthern Church '.~alculations bY: jo'b I f Company' Weihe Engineers Inc. ';'Neenah J R-3010, L_ casting Area = 0.9 Sq. Ft. Casting Weir = 4.6 Sq.Ft. I Orifice Flow Q- ca(2gh)^l/2 where: I C- 0.6 Height .i Q o o 0.1 1.370366 0.2 1.937991 0.3 2.373544 : 0.4 2.740733 ' 0.5 3.064232 0.6 3.356698 0.7 3.625649 0.8 3.875981 _ 0.9 4.111099 1 4.333479 , _ Weir Flow Q= CLH^3/2 where: _~ C= 3.3 Height Q .' o o - 0.1 0.480034, 0.2 1.35774 _ 0.3 2.494329 O.4 3.84O27 0.5 5.36694 ~_ 0.6 7.055026 0.7 8.890349 0.8 10.86192 ] [ 0'9 12.960911 t 1 15'18t t , ,,L, SUmmary Height Orifice Weir I Capacity O, 0 0 0 0.1 1.370366 0.480034 0.480034 0.2 1.937991 1.35774 1.35774 0.3 2.373544 2'.494329 2.373544 _ 0.4 2.740733 3.84027 2.740733 0.5 3.064232 5.36694 3.064232 0.6 3.356698 7.055026 " 3.356698 b_ 0.7 3.625649 8.890349 3.625649 0.8 3.875981 10.86192 .. 3.875981 0.9 4.111099 12.96091 4.111099 L_ 1 4.333479 '15.18 4.333479 -- ~ When specifying or ordering grates- Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109. R-3501-P , Inlet for Roll Type Curb Heavy Duty 27 3/16" ~ 25 3/4" ~ 20 3/8' 1/8" -<-- 7'-~- l~ 19" -- R-3501-R Inlet for Roll Type Curb Heavy Duty R-3501 -TR Inlet for Roll Type Curb Heavy Duty , Illustrating R-3501-TR (flow right). If flow left ~s required, order as R-3501-TL. 38" 208 N EENAH FOUNDRy COMPANY CASTING CAPACITIES project Number: w03.0545 4/27/04 Project Name' Carmel Luthern Church Calculations by' jo'b Weihe Engineers Inc. Company' Neenah R-3501-tr Casting Area = 1.4 Sq. Ft. Casting Weir = 4.2 Sq. Ft. · Orifice Flow Q= ca(2gh)^'~12 .. ~ where: C= " 0.6 Height Q 0 0 ' 0.1 2.131681 0.2 3.014652 0.3 3.69218 0.4 4.263362 0.5 4.766584 0.6 5.221531 0.7 5.639898 0.8 6.029304 0.9 6.395043 1 6.740967 Weir Flow Q= CLH^3~2 where: C= 3.3 Height Q 0 0 0.1 0.438292 0.2 1.239676 , 0.3 2.27743 0.4 3.506333 0.5 4.90025 0.6 6.441546 0.7 8.117276 0.8 9.917409 0.9, 11.83388 1, 13.86 Summary Height Orifice Weir Capacity ~ 0 0 0 0 0.1 2.131681 0.438292 0.438292 ' 0.2 3.014652 1.239676 1.239676 0.3 3.69218 2.27743 2.27743 0:4 4.263362 3.506333 3.506333 0.5 4.766584 4.90025 4.766584 0.6 5.221531 6.441546 5.221531 0.7 5.639898 8.117276 5.639898 0.8 6.029304 9.917409 6.029304 0.9 6.395043 11.83388 6.395043 1 6.740967 13.86 , 6.740967 I I i I I I I I I I NI;"/:I .~tN - I? ,I E__// Found R. lies BUILDING EXPANSION EXIST NO BUILDING A PROPOSED BUILDING EXPANSION o i.o~ ulu. SF 0.70 TC=794.~3 i I ....... ~i8o: iNv=?91.1~ o , re: ;'~$ 05 I East~ 131 st~ 5~ree~ .... CAI~MI~L LUTIH}I~I~AIN CIHiUI~CI~ Hydraflow Plan View Outfall Project file: w030545aa051704.stm IDF file: hamiltonst2002.1DF No. Lines: 3 05-17-2004 I I / I i I I i I I i i i i I I I I I Hydr Storm Sewer Tabulation Page1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff ~ (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 133.0 1.17 1.77 0.85 0.99 1.51 5,0 7.2 6.2 9.30 10.82 5.06 21 0.47 792.36 791.74 793~61 792.99 794.45 0.00 701-out 2 ,1 229.0 0.48 0.60 0.85 0.41 0.52 5.0 5.8 6.6 3,43 4.56 3.14 15 0.50 793.50 792.36 794.43 793.79 795.51 794.45 702-701 3 2 106.0 0.12 0.12 0.90 0.11 0.11 5.0 5.0 7.0 0.75 0,85 2.16 8 0.50 794.03 793.50 795.04 794.62 796.75 795.51 Bldg-702 ..... ~'roject File: w030545aa051704.stm IDF File: hamiltonst2002.1DF Total number of lines: 3 Run Date: 05-17-2004 .... NOTES: Intensity = 34.42 / (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs.; Initial tailwater elevation = 792.99 (ft) I ' I i I I I I I I I I I I I I. I Hydraflow Inlet Report Hydraflow Plan View Outfall Project file: wO30545bbO51704.stm IDF file' hamiltonst2OO2.1DF No. Lines' 3 05-17-2004 I I i i I I i I I i I I I I I i I i I Hydr ..ow Storm Sewer Tabulation Page1 Station Len Drng Area Rnoff Area x C Tc Rain Total CaP Vel Pipe Invert Elev HGL Elev Grnd ! Rim Elev Line ID coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 60.0 0.21 2.60 0.85 0.18 2.25 5.0 7.3 6.1 13.77 12.39 4.38 24 0.30 791.70 791.52 793.70 793.52 794.38 0.00 Ex Line 1 2 1' 225.0 1.05 2.39 0.85 0.89 2,07 5.0 6.4 6.4 13.32 12.62 4.24 24 0.31 792.40 791.70 794.52 793.74 795.06 794.38 Ex Line 2 3 2 284.0 1.34 1.34 0.88 1.18 1.18 5.0 5.0 7.0 8.24 9.86 3.43 21 0,39 793.50 792.40 795.57 794.80 797.23 795.06 Ex Line 3 I ,\ ,, _ Project File: w030545bb051704.stm IDF File: hamiltonst2002.1DF Total number of lines: 3 Run Date: 05-17-2004 ............. NOTES' Intensity = 34.42 / (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. · Initial tailwater elevation = 793.52 (ft)