HomeMy WebLinkAbout18 - Design Report - Catron Crossing - Drainage•^4-^i^^^^•If^.r^.&•r^r:*^'.•..<?-."f.^ifAl^s:<F;^"Ifr-.?•^i•*»•^''<»^m^a»^•^'JKm^-'i^,^»«'.:'.-»,: (3S^h-^^<fefl?^~s^^^^J^fr-<^/•<^1<'f^^Ist''f'i\-f.?r<^<"/:^"•^^^^,^-^y^^;3l'*^•f;•i^:••:??"^f^'^$.%^%.»^•^^^;t^^yfIg®^^€?'..^)?f^i.••?•''.%-^^;•-1.*./•^'t.41»V;-•^*>\•t*t"-*;•i,sfc^.:4ify?•^^,f1^•fm^.s^.<<;fir^^,?y^iy.&^«.mt..»„^^^.^.^;^^^^^?i»•.-^^\ Morrisoni Maierleengineers • surveyors • planners • scientists'-».I.-7T,.s^•::'v^\:Miw».A^^•^Si«^Comprehensive Drainage Plan UpdateCATRON CROSSING•.^iMj&.-• - .• • •,.. .•....'... •...•.; ...... ... ..;.•..••. .-:..:::':... .••••.•••• .:.-.-.. .•'..Tract A-1 of COS 1827ABozennan - Gallatin County, MontanaSeptember 2018MMI No. 2605.025
sf?1^1g.:is! Morrisoni Maierleengineers surveyors planners • scientists2880 Technology Blvd. W. • POBox 1113 • Bozeman, MT 59771(406) 587-0721 • www.rn-m.netComprehensive Drainage Plan UpdateCatron CrossingTract A-1 of the Corrected Certificate of Survey No. 1827ABozeman, MontanaSeptember 2018Prepared For:VC Development, LLC2020 Charlotte StreetBozeman, MT 59719MMI Project No. 2605.025^m^-.,,-,-<^-^)i^}\^HOM^D^-t"^T^No.1476_9PE^^\ 9/5/^/S /^''''''t^i^^'"r<8^^^We create solutions that build better communities.AN EMPLOYEE-OWNED COMPANY • AN EQUAL OPPORTUNITY EMPLOYER — MINORITIES / FEMALES / DISABLED / VETERANS
nn^nn[,nn[JDuDu[juuuuu•• Morn?oni Maierleenginfrers iurveyors planners scientistsComprehensive Drainage PlanCatron Crossing \ Bozeman, MontanaTable of Contents1Introduction................................................Proposed Development....................................1Project Location & Description ........................1Development Horizon.....................................^Existing Area Conditions.................................4Existing Land Cover & Slopes .........................4NRCS Soils.....................................................4Site Groundwater Levels.................................6Existing Drainage Features.............................8Comfort Suites Hotel Site.............................8Taco Bell Site ..............................................8Major Drainage Basins & Subbasins...............9Proposed (Post-Development) ........................9On-Site Major Drainage Basins....................9East Valley Center Road Frontage Lots ...9Major Basin CS - Comfort Suites Site......9Major Basin 1 .........................................11Off-Site Major Drainage Basins..................13Methodologies ................................................13Design Methodology......................................13Storm Water Runoff Analyses.......................13Storm Water Conveyance Facilities...............15Inlets..........................................................15Site Storm Drain Piping..............................15Storm Water Retention Facility......................20Maintenance Considerations .........................21Storm Water Conveyance Facilities...............21Storm Water Retention Facilities ...................21Conclusions....................................................21References......................................................22AppendicesAppendix APost-Development Runoff AnalysesAppendix BInlet Interception AnalysesAppendix CPipe Sizing SummariesAppendix DStorm Water Retention AnalysesTable of Contents | i
Comprehensive Drainage PlanCatron Crossing | Bozeman, Montana•S Mor'ri?oni Maierletngincers surveyors pidnoers scieniistsList of FiguresFigure 1: Site Location.......................................................................................Figure 2: Site Layout..........................................................Figure 3: Site NRCS Soils ..................................................Figure 4: Summary of Groundwater Depth Observations................................Figure 5: Groundwater Observation Well Locations........................................Figure 6: Post-Development Major Drainage Basins...Figure 7: Major Basin 1 Sub-Basins..................................................................Figure 8: Off-Site Major Basins..........................................................................Figure 9: Inlet Locations ....................................................................................Figure 10: Storm Drain Pipe Network.....................................................................23...5......6......7...10...12.... 14....17....18List of TablesTable 1: Catron Crossing Projected Land Uses & IntensitiesTable 2: Site Soils NRCS Properties..........................Table 3: Post-Development Storm Water Runoff Analyses Summary,Table 4: Post-Development Inlet Interception Capacity Summary.......Table 5: Storm Drain Piping Summary...,Table 6: Potential Future Low-lmpact Development FacilityStorm Water Overflow Pipe Sizing SummaryTable 7: Surface Storm Water Retention Basin 1 Sizing Summary,..............................Table 8: Major Basin 1 Low-lmpact Development Compliance Verification Summary...1..6.151619,20,2021ii | List of Figures & Tables
nnnnnnnG[I[I[IQuuuuuu[1Comprehensive Drainage PlanforCATRON CROSSINGTract A-1 of theCorrected Certificate of Survey No. 1827ABozeman, Montana! Morrisoni Maierleengineers • surveyors • planners • scientists
nn[.fl[I•S Morn?oni Maierleengineers ' surveyors planners icientiitsComprehensive Drainage PlanCatron Crossing \ Bozeman, MontanaIntroductionThis design report summarizes the management plan for storm water runoff from the Catron Crossingdevelopment proposed to be located in Bozeman, Gallatin County, Montana. The information containedin this report summarizes the basis of design for necessary storm drainage improvements. Themethodology and analysis procedures utilized in the design of the site storm water managementimprovements are based on the standards found in the City of Bozeman Design Standards andSpecifications Policy with Addendum Numbers 1 thru 6, dated May 1, 2017 (City of Bozeman PublicWorks Department - Engineering Division).0[Irl.111!!. IuuuuuProposed DevelopmentProject Location & DescriptionThe Catron Crossing development is proposed to be located on Tract A-1 of the Corrected Certificate ofSurvey No. 1827A situated in the southeast quarter of Section 26, Township 1 South, Range 5 East,Principal Meridian of Montana, containing approximately 22.36 acres. Generally, the property is borderedby East Valley Center Road to the east and north, Catamount Street to the south, and vacant land to thewest. The site location is depicted in Figure 1 on the following page.The proposed Catron Crossing development depicted in Figure 2 on page 3 includes an existing ComfortSuites hotel with 80 rooms on Lot 7 and an approximately 2,500 square foot (ft2) Taco Bell fast foodrestaurant with a drive-through window that is currently under construction on Lot 6. The remainingdevelopment includes the following projected land uses and intensities:Table 1: Catron Crossing Projected Land Uses & IntensitiesProjected Land UseSize or Intensity1]Specialty Retail Center]2Specialty Retail Center]±8,000 ft2 Gross Leasable Area |±14,550 ft2 Gross Leasable Area |3General Office Buildingj| ±16,000 ft2 Gross Floor Area |4High-Tumover (Sit-Down) Restaurant±6,850 ft2 Gross Floor Area |5J I Fast Food Restaurant with Drive-Through Window |8General Office Buildings]±3,100 ft2 of Gross Floor Area |±20,000 ft2 Gross Floor Area |9General Office Buildings±20,000 ft2 Gross Floor Area |10General Office Building] I ±10,000 ft2 Gross Floor Area |PadCoffee / Donut Shop with Drive-Through Window 11 ±1 ,500 ft2 Gross Floor Area |1
Comprehensive Drainage PlanCatron Crossing \ Bozeman, Montana•• Morrl?oni Maierleengireer'i 'lurveyoi1. pldonfr*, scientists<»*•^m^a^%1It•i<*.235'-^,*...^?^^1t'*/^<.I••'">••)•te-<JK\^»fc''^^•<-»^<3^^:^Nmff^•A'v:;^;K^s.<i,v^wwKcs^^*n.•*\t^t;<s^~»^•"\,>-..'t<:tr",;r^^n•{?sa•yfy.te4?^t*w<E<,€^.%al.PROPOSEDt'»,•t^*.,:SUBDIVISION^:••.-«l',-•:.;,^1*iy,is&^^ti^a;"1d'^T«i:*.j^^^^'/!ciiy[S^?f^,."'!•s':'':ics;%»•v»CATAMOUNT ST-l— T'•T.--1!? <^n ^•]u^••7.s•<^^\:'•:1^K-»rhw•^'.%r;^ti&^'^r-^Lt^fK•Ot<-.K.i. -7 .ffte"^;'s'i'^'^^r^'4.^I,€§-.'<4*^<;I«p-"^ff?Wrh'<t^11^?^CJCMW^s^<<4.-' fs^,"',yi.^i,•!••'."tIIa-.1^'s\-^••ifrm3'i:f^l['1s ,! :%I!i.s?^»• ••! •;fe^t. *•."%.^»ft•*1^r•u-V•E®^SKm^1%-'^1H^!.< *»^^,t•M^ M^ 'fcr>..' -• '.<*%*»««.^'ii;':'1yi^' •%-<^•J - TrMil•!aSk^^^•Byi.A^T.aV.lff**^i^;"®^ffe««JL!^-:illy^;':•t.fu1\i -.9^im-,tA^it^;(IG^^v^-;'•:••a^^uyTSCHACHE LNv^.. •»1.^•^^n^'i*•t•.!?lf-^^i^^(?•:^t&,•-.fc.~i : If^v'^^^^611i^^.'''.jif!^?RrtKi';:^^?Rj't^I^ifiA^., ^..?yiylf^j^sw<(WK^^r-^^S-1^:..^',;^M^VSP"1^' T.^Sf^t <. i, i'.iJww••fa:'?3(5MV;T»;fh1"I'l-p^yi'.iB'l^-'L'i.THRv^: <»^^i'V;• r ••'r"K'*^ry'^Figure!: Site Location2
nnnnnnnI![I;]IIuI!uuu[I•S Morrl?oni Maierletnginwri • surveyors • planneTs • tctcnlistsComprehensive Drainage PlanCatron Crossing | Bozeman, MontanaSTORMWATER !TRACT 11.39 ACRESLOT 11.04 ACRES^^^A,;RES^^^[^/^2^ACRES^^'^y^;.^tor 3^1 77 ACRESr;n?LOT 1Dr.50 ACRESm<ffl»tB»^'H;hhm^WQim-Ill ::^i®si2a'aES \Y,y^To4c:!|, •,®^^^.-Wiy! IF": 'BTS"9S'i 2.84ACRES ^,^"^11ffl-;:. •:1,---A"^LOT 5 -, \Y.0.93 ACRES _ . I Il-i ,.LOT 6 | ;11.^9 ACRES | •;:u'l..liu^L..PAD0.70ACRES7-r-l.-3 Jr* 2.40 ACRES••-"s,c~-CATAMOUNT ST-J ~SSb—• KE8H<f1.f-5\Figure 2: Site Layout3
Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaMorrisonMaierledigiiicer*. ^urveyyrs (^[^[ifieii. St.ieciliit-fZoningTract A-1 of the Corrected Certificate of Survey No. 1827A is currently zoned B-2 (Community BusinessDistrict) under the City of Bozeman's zoning designation. As provided in the City of Bozeman UnifiedDevelopment Code, "The intent of the B-2 community business district is to provide for a broad range ofmutually supportive retail and service functions located in clustered areas bordered on one or more sidesby limited access arterial streets."Development HorizonCurrently, it is anticipated that the proposed Catron Crossing will be fully built-out within a ten yeartimeframe, approximately through the year 2027.Existing Area ConditionsExisting Land Cover & SlopesThe existing property to be developed includes a Comfort Suites hotel and a Taco Bell restaurant aspreviously noted. Prior to installation of those two sites, the property was vacant, agricultural land. Theremaining undeveloped portions are no longer used for agricultural purposes, and the present landcondition may be described as pasture/rangeland with a continuous mixture of weeds and native grassesin good condition. The existing slopes on the site are predominantly one to one-and-a-half percent (1.0%-1.5%), generally draining from south to north across the property. Along the eastern boundary of theproperty is the Catron Stream-Ditch that also flows from south to north. It was relocated to this locationapproximately 10 years ago with the Catron Stream-Ditch Realignment project.NRCS SoilsData on existing site soils is provided in the Gallatin County Area, Montana Soil Sun/ey dated September3,2014 through \Neb Soil Su/vey(WSS) operated by the United States Department of Agriculture (USDA)Natural Resources Conservation Service (NRCS). According to information obtained from WSS, thesubject property contains three soil types - Blackdog silt loam, 0 to 4 percent slopes (506); Turner loam,0 to 4 percent slopes (57B); and Blossberg loam, 0 to 2 percent slopes (542A). The area of each soiltype within the boundaries of the site and properties of each are provided in Table 2 on page 6. Thelocation of each soil type is shown in Figure 3 on the following page.4
nnf!fi[)fl!i[i[I[][Iu[iuuu[ILu•S M°.r'n?oni Maierleenqineers • surveyors pldnners scienttStiComprehensive Drainage PlanCatron Crossing \ Bozeman, Montanaf,'/^;.ST^RMWAfERTR/ifTI1.39 A\RESLOT 11.04 ACRESLOt^'^J^42^flLOTS'"'...--.>.^in^LOT 10\.k.77 ACRES &^r" '"'1.50 ACRE5QB: E-[LOT ^4t«^;~\"-""> .-. VV;:2.18 ACRES , \\LOT 93.00 ACRES57BN1 !!!=^LOT 5 -, If,0.93 ACRES \ <•__^4^;•f LOT 8K^84ACRE,:':f",yV,';r\LOT6 \\.^} 'Tlhll^ACRES I Y,2.40ACRES lit, ;i|i U ;^|1 ^—^Mli.-^-'i —ll^,—^•^^;—!U'PAD I/ c" CA-^'i0.70 |/ : ^ACRES I1'rg CATAMOUNTST]||^-c:r-'^(--Figure 3: Site NRCS Soils5
Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaMorrisonMaierleenqiiteer-, surveyors plrinnt-ri. kcieoi^tsTable 2: Site Soils NRCS PropertiesSoil NameAcresIn SiteHydrologicSoil GroupClassificationMSHTOErosionFactor508Blackdog Silt Loam0% to 4% Slopes6.0427.02%cCL-MLA-40.370.2457BTurner Loam0% to 4% Slopes5.7425.66%BCL-MLA-4542ABlossberg Loam0% to 2% Slopes10.5847.32%B/DCL-MLA-40.20Site Groundwater LevelsGroundwater levels beneath the proposed Catron Crossing development experience seasonal variationsis indicated from levels observed by Morrison-Maierle in 2017 between April and October at three wellsinstalled on-site for examining groundwater levels. A summary of the groundwater depths below theexisting ground surface is provided in Figure 4 below. The locations of the groundwater observation wellsis provided in Figure 5 on the following page.Date of Groundwater Depth Observation3/26/2017 4/15/2017 5/5/2017 5/25/2017 6/14/2017 7/4/2017 7/24/2017 8/13/2017 9/2/2017 9/22/2017 10/12/2017 11/1/20170.00•s>£-1.00g -2.00Iw -3.00iI -4.00I -5.005S' -6.00I -7.00J -8,00u-9.00•Well 1•Well 2•Well 3Figure 4: Summary of Groundwater Depth Observations6
nnfi\\[in'][iHli[!u[iu11u[I1.S Morrisoni MaierlecnqinMi-s surveyors planners scientistsComprehensive Drainage PlanCatron Crossing \ Bozeman, Montana[,^STORMWATERTRACT 11.39 ACRESLOT 1^1^2 '^'^ S63ACR&S!|m; |LOTlbT50 ACRES:LOT3^1^WELL.#2WMn^JW-atiWf^CRESy^:^f<^ SSft^ESWELLII ^LOT82.84 ACRES .,Trmlii£/ •-"i.'^iiuTmTmi.J-'"LOT 5' 0.93 ACRES"T'n^':p:,u..LOT 6l1.59ACR.ESJ^—i'u-ini.y.i,-^.^-2.40 ACRES L;( ^tPAD\'^\0it,CATAMOUNT ST_^^,.,BWil\V' ^-7..r-^(•-Figure 5: Groundwater Observation Well LocationsL7
Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaMornsonMaierleengifieers suffeyors (^IdniExisting Drainage FeaturesAs noted previously, the Catron Stream-Ditch that flows from south to north is located along the easternboundary of the property. This feature collects storm water runoff from approximately the eastern half ofthe existing site. Two sites have been improved within the proposed Catron Crossing development - theComfort Suites hotel and a Taco Bell restaurant. At the time each of these sites were constructed,features were installed to collect, convey, and retain storm water runoff within their project limits.Descriptions of the elements installed with those site developments is provided in the following sections.Comfort Suites Hotel Site |The Comfort Suites site was completed in 2012. Storm water runofffrom the site is surface drained to asystem of dry wells and retention basins. Runoff from the southeastern portion of the site drains to aretention basin located at the southeast corner of the property between Catamount Street and the easternparking lot. The remainder of a majority of the site drains to a series of dry wells located along the northernlimits of the site. Should storm water runoff exceed the capacity of the dry wells, it is redirected to thewest along the northern boundary of the site via a grassed swale to a retention basin at the northwestcorner of the property. A limited portion of storm water runoff drains from the access drives to the sitefrom the adjacent roadways - A Avenue (private drive along east side of site shown in Figure 2 on page 3)and Catamount Street.Development of the site improvements for the Comfort Suites hotel also included the installation ofCatamount Street along the southern boundary of the property. Storm water runofffrom Catamount Streetand limited portions of the adjacent properties on the north and south sides of the roadway is collectedby two sag inlets located on the north and south sides of the roadway. The inlets are situated just to theeast of the access drive to the Comfort Suites hotel site. The collected storm water runoff is thenconveyed to the retention basin at the northwest corner of the site via PVC storm drain piping.;^.:;;.&:;':: 3--^a3 i'wh^i»!£i!i^g»«<Bai&gEaa'i£ •-^' .;The Taco Bell site was recently completed at the end of August in 2017. Storm water runofffrom the siteis also surface drained to a system of retention basins. Runoff from the drive-thru area, building, andsouthern portion of the site drains to a retention basin located at the southeast corner of the site betweenthe drive-thru, parking lot, and the Catron Stream-Ditch. A majority of the parking area drains to a systemof permeable, concrete pavers where the runoff infiltrates to a subsurface retention basin. The northernportion of the site drains to a storm garden retention basin feature that captures the runoff, fitters outpollutants, and reuses it for vegetation within the storm garden. Excess storm water runofffrom largeevents overflows to the Catron Stream-Ditch via outlet channels from each of the retention basins.
nnf/f(>[I[iuuliuu[IIj•S Morrl?oni Maierleeiginfefs surveyors pl^rr'iers scientiSl*iComprehensive Drainage PlanCatron Crossing \ Bozeman, MontanaMajor Drainage Basins & SubbasinsProposed (Post-Development)The proposed Catron Crossing development is to include a system of storm drainage inlets, piping, andsubsurface or surface storm water retention systems. The project area is divided into nine distinct major,post-development drainage basins, which are shown in in Figure 6 on the following page.EOn-Site Major Drainage Basins "^^lEast Valley Center Road Frontage LotsEach lot along the East Valley Center Road frontage (Storm Water Tract 1 and Lots 1-6) is proposed toprovide on-site retention of storm water runoff for the 10-year, 2-hour design storm in accordance withthe City of Bozeman Design Standards and Specifications Policy [C\\y Engineering Division, May 2017).Portions of those lots encumbered by the Catron Stream-Ditch would be excluded from the retentionrequirement as this area is anticipated to remain in its native state or be landscaped with vegetation.Runoff from approximately 20 feet of the frontage of Lots 1-6 along X Street and A Avenue shown inFigure 6 are included in Major Basin 1 to account for coordination with potential future site grading.Storm Water Tract 1Storm Water Tract 1 is the location of the proposed retention facility for Major Basin 1 (shown in Figure6 on the following page). In addition to retaining the storm water runofffrom Major Basin 1, the proposedretention facility also includes the required retention volume for runoff from Storm Water Tract 1(designated as Major Basin S1 in Figure 6) as well as the northern 22,000 square feet (ft2) of Lot 1.Major Basin V6 - Taco Bell SiteMajor Basin V6 is the Taco Bell site completed in August 2017. Storm drainage analyses for that site areprovided in the Comprehensive Drainage Plan: Taco Bell - 2515 Catamount Street, Tract A-1 of COS1827A prepared by Morrison-Maierle (June 2016, Morrison-Maierle Project No. 4191.008).Major Basin CS - Comfort Suites SiteA majority of the existing Comfort Suites site will be incorporated into Major Basin 1. However, stormwater runofffrom a limited portion of the southeastern corner of the building and the southern half of theeastern parking area, designated as Major Basin CS on the following page, are retained on-site within agrassed basin that also includes a dry well at its low point. It has a total contributing area of approximately0.25 acres (10,850 ft2). Excess runoff from this area would overtop the sidewalk as well as the curb andgutter along the eastern edge of the drainage basin and flow into Major Basin 1 via A Avenue.
Comprehensive Drainage PlanCatron Crossing \ Bozeman, Montana•S Mor'n?oni Maierlefnyiii^fr-; si.'rvt'yor. [ilfinnfis ^Lieiiti*,!',^%s. ^.:-TRaMte.^i^."3MAJOR BASIt%-~tKwf'*/^A*?^.-^.«k<s^3^e"^.?t»4?s.<•PROPERTTBOUNDARY (,iyRJ|•rX•%)»**°»•<•I•a^SKssti"SL:;^\^tr».*>F4.•st•s•i^•»'«fc^<%»81*.>.'^^sfe•••K'-s.».,.1V2"s^V1t<•an'>,m.1.04 ACi^•»I^DRAINAGEBASINBOUNDARY(TYP)^^<•»-A^V3^€.^<»Qai-.sit-$m01%.v4kt.ia ^?%^.""f..ERT;I•smm^.iiifestSSSiilf^LOTS3,00 ACRgg,r.V40i£OT6]K^^^1;•:s1e;s^K»•;iV5LOT8!2.84 ACRES^.is»•w.tt%S-?^-B-<ft-rIIMKT-'rp!»*==-V6Wi»•*«.v1iii(r>-,at;E•\feE1.Wlm•t^46l^^mjrSfWS:s,csTl•i^'.®ftsra=£^^Lu•Iuu^«-\*»s•SiW-1.s'.^N1fuf<<*^»«Figure 6: Post-Development Major Drainage Basins10
f1f1nr'[!r>II11ru[I1.1uuuue'lgi,g Mqrrisoni Maierlesufveyorki pl<in;iers StieiH;si^Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaMajor Basin 1Approximately the southwestern half of the proposed Catron Crossing site comprises Major Basin 1. Ithas a total contributing area of approximately 12.93 acres (563,050 ft2), and is further subdivided into 18sub-basins. The sub-basin designations and boundaries are shown in Figure 7 on the following page.Storm water runofffrom within major Basin 1 is collected by a combination surface runoff, curb and gutter,inlets, and piping. The collected storm water runoff is then conveyed via storm drain piping to a surfaceretention basin on Storm Water Tract 1 shown in Figure 7.A, Avenue I Sub-Basins 1-A & 1-BA Avenue and limited portions of the adjacent properties on the east and west sides of the roadway aredelineated as sub-basins 1-A and 1-B as shown in Figure 7 on the following page. Runoff from thesesub-basins is collected by two on-grade inlets located near the intersection of A Avenue and X Street.X Street \ Sub-Basins 1-E. 1-F. 1-H. & 1-JX Street and limited portions of the adjacent properties on the north and south sides of the roadway aredelineated as sub-basins 1-E, 1-F, 1-H, and 1-J where shown in Figure 7 on the following page. Stormwater runofffrom sub-basins 1-E and 1-F is collected by two on-grade inlets near the common boundaryofsub-basins 1-D, 1-E, and 1-G on X Street. Runofffrom sub-basins 1-H and 1-J is collected by two saginlets located on X Street near the middle of both Lots 2 and 10 shown in Figure 7 on the following page.Catamount Street 1 Sub-Basins 1-K& 1-LCatamount Street and limited portions of the adjacent properties on the north and south sides of theroadway are delineated as sub-basins 1-K & 1-L where shown in Figure 7 on the following page. Stormwater runoff from these sub-basins is collected by two sag inlets located on the north and south sides ofCatamount Street. The inlets are situated just to the east of the westernmost access drive to the ComfortSuites hotel site. The collected storm water runoff is then conveyed to the retention basin at the northwestcorner of the Comfort Suites site via PVC storm drain piping. With development of Catron Crossing, theexisting retention basin will be removed and replaced with an area inlet as well as storm drain piping toconvey the storm water runoff to the retention basin on Storm Water Tract 1.Lots 8-10 \ Sub-Basins 1-C. 1-D. 1-G. & 1-N thru 1-SLots 8-10 as well as the pad site are delineated as sub-basins 1-C, 1-D, 1-G, and 1-N thru 1-S whereshown in Figure 7 on the following page. Storm water runofffrom within these sub-basins would also becollected by a combination of surface runoff, curb and gutter, inlets, and piping installed with the futuredevelopment of each lot.11
Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaMorrisonMaierlei'i|t|iiiff'r"^ l.iir'i t',: 11'.. >.. I riii;I. st1.•~twi•fPROPOSED MAJOR BASIN 1 SUMMARY.»TOTAL AREA = 12.58 acres10-YR WEIGHTED RUNOFF COEFFICIENT, Cw = 0.7410-YR DESIGN TIME OF CONCENTRATION, Tc = 29.50 min10-YR PEAK RUNOFF RATE = 9.51 cfs10-YR PEAK RUNOFF VOLUME = 16,834 CF%N%.\fr?;»..tIsf,^ fc^1 $UBBASINA. ^DRAINAGEFLOWPATHk•?<f;••;•I?DESIGNATIONa.PROPERTY"BOUNDARY(TYP)wf^vK^ ^assIV10T1D4ACRES*sk:ri^^!^m•B<1•b•f.^«t,.;»,:—.»'»^DRAINAGEBASINBOUNDARY(TYP)*:^^^Jt.»\<^w^"^^H\y*.iv1^.*»<:<s;^1^•--mi^sG»"?wK<^B<*,mItillFDRAINAGESUBBASINBOUNDARY(TYP).1D*»Vs.;••II£S!i"^:iU)T!9»flI ACRESI*it.iS ^sIB^??tOT4 '18 ACRES iiI< IIs^S>i,'^•^DDRAINAGEFLOWPATH(TYP)—*>I-wV*^&mt—i.^Mpt•I•;«»ft'i-SK®.BISr.r:••;i•*^«:^IV;^0v<*Nr4ilt-1^PAD0.70I*•<rM*It.*•^IH•••fIBL•rf?«uiUihis^uu('^\KIfcsssssssfssiasm"f^\r-\»t^r//^<t»^hftJKs•••f-Figure 7: Major Basin 1 Sub-Basins12
nfi[lrrI;11rt.[:1.1[I!1[i[IuuuliuMorrisonMaierle^[.-11.•[;l:;.tSComprehensive Drainage PlanCatron Crossing \ Bozeman, Montana:,-^'"s^^%y.----^-Site Major Drainage BasinsThere are two major off-site drainage basins. Major Basin OS-1 includes a small portion of CatamountStreet at its intersection with East Valley Center Road, consisting of a total contributing area ofapproximately 0.26 acres (11 ,457 ft2). Runoff from Major Basin OS-1 drains to the gutter flow line alongthe north and future south sides of Catamount Street then easterly to East Valley Center Road to whereit drains northeriy to an existing drainage ditch along the west side of East Valley Center Road.Major Basin OS-2 includes a limited portion of the proposed X Street at its intersection with East ValleyCenter Road. It has a total approximate contributing area of 0.24 acres (10,529 ft2). As with Major BasinOS-1, runoff generally drains easterly along the gutter flow lines on the north and south sides of X Streetto East Valley Center Road to where it also drains northerly to an existing drainage ditch along the westside of East Valley Center Road. Major Basins OS-1 and OS-2 as well as a brief summary of theirdrainage characteristics are shown in Figure 8 on the following page.MethodologiesThis section documents the methodologies and assumptions used to conduct the storm water runoffanalyses for the proposed development. Comprehensive drainage plan methodology and analyses arebased on the City of Bozeman's Design Standards and Specifications Policy.Design MethodologyThe storm water management system for the proposed development utilizes a system of curb, gutter,inlets, piping, detention facilities, and surface retention basins to collect, convey, and store storm waterrunoff. Summaries of runoff estimates, inlet and piping capacities, and retention volumes are provided inthe sections that follow.Storm Water Runoff AnalysesStorm water runoff analyses were performed using the Rational Method for post-development conditions.The analyses included evaluations of the 25-year design storm recurrence interval for inlet and pipingsystem design. Results of the analyses for post-development conditions for Major Basin 1 and the off-sitedrainage basins are summarized in Table 3 on page 15. Detailed calculations are included in Appendix A.13
Comprehensive Drainage PlanCatron Crossing \ Bozeman, Montana•S Morrl?oni Maierlet-->!iiiicefr-> ^lirveyors pidnner^ S(ipnli?.lsPOST.DEVELOPMENT OFF.SITE MAJOR BASINS SUMMARYOFF-SITE MAJOR BASIN OS.1 OFF-SITE MAJOR BASIN OS.2TOTAL AREA = 0,26 acres TOTAL AREA = 0.24 acres10-YR WEIGHTED RUNOFF 10-YR WEIGHTED RUNOFFCOEFFICIENT, Cw = 0.70 COEFFICIENT. Cw= 0.7110-YR DESIGN TIME OF 10-YR DESIGN TIME OFCONCENTRATION, Tc = 7.85min CONCENTRATION, Tc = 8.35min10-YR PEAK RUNOFF RATE = 0.47cfe 10-YR PEAK RUNOFF RATE = 0.42 cfs10-YR PEAK RUNOFF VOLUME = 222 CF 10-YR PEAK RUNOFF VOLUME - 209 CFwPROPERTI'BOUNDARY(TYP) ^-<•^s.i.^te. **•X^KS'^->-•*^ ^*^t»i;*,•iDRAINAfl(E ..-SiFLOWPAT14OFF-SITE BASIN#%< n m.^t•idsffla 1;\ftia.w;!:):m*..^<t-rkk"^tVBH!*1:,!fc-»^ *•,;sSf^- »^.ff-tej^^^'s;•-^fc\s. ^<^<»1*»S^s.s--k,\ -.M^®. x-\(.-••i^<^^^'•^i' ^^ ?""•••• - s -i<^»*QK•^A^2^.^^..: II 2 S'! &:&^1sr^tlfa..»-s•fi». DRAINAGE^^ \BASIN 'IOUNDARY .M'M^.Mt ',i'1 ^'<i).<vofQmiit-•»Q00 ACssco^ 1.0t4s;IN FEET )-:.trf.'I<»-—-rimsj11V;^^;f1;tst2:84 ACRESu,^£-r5;t\K-Y«f;i,tf !w».^llj?{*^"">;^j"j7' ^"..»^,rmF.^%ss:>»•^-J»•;»in"'?<Ti<E2\CATAMOUNT ST'^\t,*waited•^M43RA1NAGEFLOWPATH(TYP)^»f •Figure 8: Off-Site Major Basins14
[]n[;f:I:[In[:}\III[IuauI![1uue"iL;ii;; Morrisoni Maierles^.rvryi.'rh plnE'i;'it-rs sut-t;t;st^Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaTable 3: Post-Development Storm Water Runoff Analyses SummaryDrainageBasinDrainageSub-basinsBasinArea(acres)WeightedRunoffCoefficient,CwdDesign StormRecurrenceIntervalTime ofConcentration,tc(min)Peak RunoffRatelets)1OS-1OS-21-A,1-B,1-C,1-D.1-E.1-F,1-G, 1-H, 1-J,1-K, 1-L, 1-N,1-0,1-P, 1-Q,1-R.&1-S12.580.8925-Year25.390.260.8025-Year60.240.8125-Year5.1016.700.820.81Storm Water Conveyance FacilitieslietsBoth on-grade and sag or ponded inlets are to be installed for the collection of storm water runoff withinMajor Basin 1. Detailed calculations of the inlet capacities are provided in Appendix B. Inlet capacitysummaries are provided in Table 4 on the following page. Inlet locations are shown in Figure 9 onpage 17. Inlet I-G is proposed as a ponded area inlet that would function as a backup measure for anyoverflow from the three existing dry wells located along the north boundary of the Comfort Suites site.Therefore, no additional specific inlet capacity analyses have been included for that inlet. Inlets1.150.00305 and I.150.00305X are both existing inlets along Catamount Street with the numbers beingreferenced to the City of Bozeman's geographic information system (CIS) mapping and database. InletI.150.00305X is not shown on the GIS mapping; however, it is in-place on Catamount Street.MSite Storm Drain Piping , ..^^-,;. .. -:„>. •--.-¥ ^.wsAws'.:The storm drain piping system for the proposed development is designed to have maximum reliability ofoperation, minimal maintenance requirements, and to insure that inlets function to their design capacitieswhile meeting necessary area drainage requirements. The 25-year design storm has been selected asthe basis for design as that is the City of Bozeman requirement from the Design Standards andSpecifications Policy. The City of Bozeman Design Standards and Specifications Policy requires thatstorm drain piping be designed to have a minimum velocity of 3.0 feet per second (fps) at the designdepth of flow, or when flowing full, to prevent sediment deposits.15
Comprehensive Drainage PlanCatron Crossing \ Bozeman, Montana•S Mor'n?oni Maierlefi 1 it|ipf (•['*> i'.i:rvPvo(<; |~'l.inner^ (.Cipr*:.?'r.Table 4: Post.Development Inlet Interception Capacity SummaryDrainageSub-basinInletNumberInletTypeDesignStormRecurrenceIntervalPeakRunoffTo Inlet(cfs)Depth ofIntercepted | WaterRunoff | Above GrateFlowBy-PassFrom Inlet1-A1-01-AOn-Grade25-Year1.931.050.240.881-B1-01-BOn-Grade25-Year1.951.060.240.891-A, 1-B,&1-E1-01-COn-Grade25-Year2.591.600.310.991-F1-01-DOn-Grade25-Year0.780.630.230.151-E&1-H1-01-ESag / Ponded25-Year1.951.950.351-F&1-J1-01-FSag / Ponded25-Year1.201.200.251-LExisting1.150.00305Sag / Ponded25-Year1.461.460.291-KExistingI.150.00305XSag / Ponded25-Year2.702.700.43Design pipe calculations were performed using Manning's equation, which is as follows:<21.486nwhere:'•AR2i3Sl/'i (Manning's Equation)Q = Pipe flow in cubic feet per second (cfs);A = Cross-sectional area of pipe, in square feet (ft2);n = Coefficient of roughness of pipe;R = Hydraulic radius = A / Wp, in feet (ft);Wp = Wetted perimeter of pipe, in feet (ft); andS = Slope of pipe, in feet per foot (ft/ft).Minimum pipe diameters of 12-inches for inlet structures and 15-inches within the storm drain systemwere chosen for design in accordance with the City of Bozeman's Design Standards and SpecificationsPolicy. The storm drain pipe network is shown in Figure 10 on page 18. A summary of the piping systemfor the proposed development is provided in Table 5 on page 19 and the analyses are included inAppendix C. For future connections to potential future low-impact development storm water facilities(if feasible) for Subbasins 1-C, 1-D, 1-G, and 1-0, the estimated overflow from a 25-year design stormrecurrence interval was used for sizing of the pipe stubs that would capture storm water runoff overflowfrom those areas. Summaries of the pipe sizing for potential future low-impact development facilityoverflow analyses are provided in Table 6 on page 20.16
nrI;1Hflln[;1*.II;ili[iuij[I,g Mqrrisoni Maierleiyii.ff;1.•.)1.Comprehensive Drainage PlanCatron Crossing | Bozeman, Montanaf<*%i1t-twPROPER^BOUNDARY<-st^»3(TYP) ^**•s,,-lr^1.•p-t«:•^:\-fej^^\<».'f' .MxM;„-\^•*-,^,<te^f^*s^^•?!'.!»:;.*fc°<^^><^•*s^:W|s».«s?meOT1It,.t04 ACs;*>,V\->; ^90^v^SB•»•»w^<yEl^.'-Ii•%at3Ey-^^^^1~11-01-F4-.^;^"-^'»i-,-«&-^l-01-E<vft^».<^^>*s•f,g-SOACRES1-01D^1-01-C^a.*•\m-r3.<'»1-01A1-01-BiUt LOT9-100 ACRES•fe<l.0t4 "^.1^.ACRESD^5s,^smhCM^IN FEET )&m»Ism^c-s.!>»t.K3t^K84AC%S ^3i«>iu•••»<..~F\w\t.^Ii(•'<rn'*y.1-01G»^f^r-rs~i»WItfmEc•ffe?150.00306•(«\••^'^\r1.150.00306xINLETLOCATION(TYP)sFigure 9: Inlet Locations17Li
;Comprehensive Drainage PlanCatron Crossing | Bozeman, Montana•S Morn?oniMaierleeiqiii^cr', ^crv^yort. plsnncrs tci?PltSt-iI* » ^j .'.•»«•^*•»,SURFACERETENTIONBASIN IsSilN>y•*-»«1<&Sthi^•t«KIs;!'^s»t^s:-<-^<^.1%•<s•a'.«,\%^t:>.1kt.?f^Ak,'»,^,t«,\^s»<iSEE>!^.•I•V"^IftPROPER1BOUNDARY^LOT 104 ACRESBn^P-1-L€1^&vP-1-NA•-/\It•^-1-0P-1-K»k•^'8^^»p-1-J^.•-^v<"^wm^f^P-1-GI!(3B?»*•«P-1-H^1#•^7,0B^^^.t.'».1»'^%m.afv-.»ff^t?PROPOSEDISTORM DRAINI PIPE (TYP)ft51TT>t,I/^.P-1-E!•i^ST^^KsJ3--IP-1-ALOTISHiiti^nSOOACf^-c.I0-1-Q(0LOT4 :7);^sI1wT-•\si^-4I»1^Biwf^•XP-1-Ra3s•5P-1-Rc^P-1-S<'s.r/i^UfeBrp.1RbiLtP-1-Tv-1s.'^^m"%^:f,njPAD-1-USr'i•^!k0.70mSa.'1»CATAMOUNT ST"••I^IUIU.u'*•-,.'^\k<EXISTIRGSTORM DRAINPIPE(P('P)<2DB^'w:•!'Figure 10: Storm Drain Pipe Network18
nft(:i5 M01'1"1?011i Maierle'.!•Comprehensive Drainage PlanCatron Crossinq \ Bozeman, MontanaTable 5: Storm Drain Piping SummaryI:/1I!1\li!i;1(15ll[iuu[i[J[fSubbasinDesign | Pipe | Pipe | FlowUp-Stream | Downstream | Pipe Flow | Slope | Diameter | Velocity | PipeJunction | Junction | (cfs) | (%) | (in) | (fps) | % Full1-AJLEJAInlet #1-01-A1-A&1-B |[ P-1-BInlet #1-01-81-CI I P-1-CInlet #1-01-8 1| 1.05 ~| | 2.00% 11 12.10 1| 4.4918.9%MH#M-01 || 2.12 II 2.00% |[ 12.10 115^1|| 37.9%Cap1-A, 1-B, & 1-C 1 r P-1-DMH#M-01 || 1.66 || 1.00% || 12;10 1[ 4.0242.2%MH #M-011-D11 P-1-E IInlet #1-01-C || 128|| 1.06% || 14^90||491|] 46.4%Cap1-FJl P-1-F || lnletI-OW-Inlet #1-01-C^4|| 1.00% ir-izio—|4^T56.7%1-Athru1-F ~|| P-1-G |Inlet #1-01-00.63 || 2.00% || 12.10 II 3M |[ 11;3%1-G || P-1-H |Inlet #I-01-C1-J]LE±DCapInlet #1-01-E7.23 || 0.69% || 18.00 || 5.30 11 76.3%Inlet #1-01-EInlet #i-01-T-| | Inlet #I-01T12.10 11 3.81 ] f 35;0%1-Athru1-J || P-1-K \[ hMWQ}-E~\\ Wm-021-Athru1-L& 1-N thru 1-S1.20 || 2.00% || 12.10 II 4.66 |P-1-LMH #M-029.58 || 0.30% || 24.10 |] 4.12 ]( 70.6%MH#M-101-Athru1-L& 1-N thru 1-SP-1-M1-Kthru1-L& 1-N thru 1-SMH #M-10P-1-N1-Kthru1-L& 1-N thru 1-S16.70RetentionBasin 1MH #M-030.70%16.70MH#M-10MH #M-0421.5%30.106.2944.5%30.106.2944.5%7.74MH #M-031-Kthrul-L&1-Nthru1-RMH #M-052.11%7.7424.107.5921.5%1.50%MH #M-047.041-Kthru1-L& 1-N thru 1-QP-1-QMH #M-061-Kthru1-L&1-Nthru1-PP-1-Ra1-Kthru1-L& 1-N thru 1-PMH #M-05MH#M-0724.100.50%25.5%24.106.18MH #M-060.50%5.56P-1-RbMH #M-081-Kthru1-L& 1-N thru 1-PP-1-Re1-p]MH #M-07MH#M-0940.2%24.104.2735.2%0.50%5.56MH #M-0818.000.50%5.564.3618.000.50%69.1%4.3669.1%18.004.361-Kthru1-L& 1-N thru 1-0P-1-S || Cap || MH#M-09 |] 1.43 || 1.00% |[ 12.iO 11-3.84 || 36.2% |69.1%P-1-TInlet #I-01-GMH #M-095.031-K&1-LP-1-UInlet#1.150.003051-KP-1-VInlet #1-01-G1.00%3.531-0Inlet#i. 150.00305XInlet#1.150.0030518.005.3244.2%1.06%2.7014.430.75%5.0614.43P-1-W I f---Cap- 11 Inlet #1-01-(Tl | 1.03 -| [ 1.00%—| | 12.10 11 3.4911 26.0% |54.4%4.1349.4%19
Comprehensive Drainage PlanCatron Crossing [ Bozeman, Montana•S Morl'l?oni Maierlecngiiieers siiri/eyori pl<t[if>ers stientist^Table 6: Potential Future Low-lmpact Development Facility Storm Water Overflow Pipe Sizing SummaryDrainageSub-basinStorm WaterDirect RunoffDepth(in)WeightedRunoffCoefficient,fV/tBasinArea(acres)DesignStormRecurrenceIntervalPotential FutureLow-lmpactDevelopmentRunoff Volumeto be Retained(ft3)DesignOverflowReleaseRate(cfs)DesignPipe Size1-C1-D]1-GOS-20.500.981.0825-Year1.451,95825-Year0.901.662,63225-Year0.67ir^n1,62625-Year1.381,2081.0312 in @1.00%SlopeStorm Water Retention FacilityAs discussed previously, storm water runofffrom Major Basin 1 is proposed to be retained by a surfacestorm water retention basin located on Storm Water Tract 1 . The surface storm water retention basin isalso sized to incorporate storm water runoff from Storm Water Tract 1 as well as the northerly 22,000 ft2from Lot 1. In accordance with the Design Standards and Specifications Policy, the retention facility hasbeen designed based on the 10-year, 2-hour design storm event. A summary of the design parametersand sizing of the facility is provided in Table 7 below and the analyses are included in Appendix D.Table 7: Surface Storm Water Retention Basin 1 Sizing SummaryDrainageBasinContributingAreaRequired10-Year,2-HourRetention Volume[acres]Design SystemStorageVolume(ft3)Additional Design NotesMajor Basin 112.58Storm WaterTract 11.11North Portionof Lot 10.5129,18229,652Design Max Water Surface Elevation = 4640.40'Retention Basin Bottom Elevation = 4638.90'Maximum Water Depth = 1.50'Maximum Side Slopes =4:1 (Horizontal: Vertical)Storm Water Retention Basin 1 also provides the storage capacity for low-impact developmentrequirements for Major Basin 1 as shown in Table 8 on the following page. The runoff retained in thesurface retention basin will infiltrate through the bottom and sides of the basin and/or evapotranspire tothe atmosphere, which additionally satisfies the low-impact development requirements as defined in theDesign Standards and Specifications Policy.20
nfi•\DFii[[:liHI!tl[!u')[juu•• Morri?oni Maierle^ngii':t>f>*- '''.ir vc'r'-'i '-• ;)l,':;i< K-i';. :". i*-[:l^'.!'.Comprehensive Drainage PlanCatron Crossing | Bozeman, MontanaTable 8: Major Basin 1 Low-lmpact Development Compliance Verification SummaryDrainage BasinContributing | Storm Water DirectArea, A | Runoff Depth, D[acres]Required Low-lmpactDevelopment Retention Volume,LIDvoi = SAj x D(ft3)Design SystemStorage Volume(ft3)Major Basin 112.58Storm Water Tract 1]1.11North Portion of Lot 10.510.5025,77329,652Maintenance ConsiderationsStorm Water Conveyance FacilitiesStorm drain inlets, catch basins, and piping should be inspected at least once per year and followinglarge storm events. Any necessary repair or maintenance should be prioritized and scheduled throughthe spring, summer, and fall. These items may include inspecting for any damage, removing blockages,cleaning and flushing the length of pipes, establishing vegetation on bare slopes at or near inlets, andsediment removal.Storm Water Retention FacilitiesMaintenance of the retention basin is also essential. General objectives of maintenance are to preventclogging, standing water and the growth of weeds and wetland plants. This requires frequent uncloggingof the outlets, inlets, and mowing. Cleaning out sediment with earth-moving equipment may also benecessary in 10 to 20 years.ConclusionsThe included analyses and calculations show that the proposed storm water management system for theCatron Crossing development to be located on Tract A-1 of the Corrected Certificate of Survey No. 1827Ain Bozeman, Montana will adequately handle the design storm events. During the 100-year design stormrecurrence interval, ponding may occur at inlets due to their capacities; however, depths are estimatedto remain at or below the top-back of curb throughout the site. Based on the included analyses andcalculations, the proposed storm water management system meets the requirements of the City ofBozeman Design Standards and Specifications Policy.21
Comprehensive Drainage PlanCatron Crossing \ Bozeman, Montana,£ Mqrrisoni MaierlesurveyofS pldt^iprs s(iem»l>t^References1. Lindeburg, Michael R., PE. (2003). Civil Engineering Reference Manual for the PE Exam. NinthEdition. Belmont, CA: Professional Publications, Inc.2. McCuen, Richard H. (1998). Hydrologic Analysis and Design, Second Edition. Upper SaddleRiver, NJ: Prentice Hall.3. Morrison-Maierle. (June 2016). Comprehensive Drainage Plan: Taco Bell - 2515 CatamountStreet. Tract A-1 of COS 1827A. Bozeman, MT: Author.4. Public Works Department - Engineering Division | City of Bozeman. (May 1, 2017). DesignStandards and Specifications Policy with Addenda 1 throuoh 6. Bozeman, MT: Author.5. United States Department of Agriculture. Natural Resources Conservation Service. ConservationEngineering Division. (1986). Urban Hydrology for Small Watersheds: TR-55. Washington, DC:Author.6. United States Department of Transportation. Federal Highway Administration. National HighwayInstitute. (August 2001). Hydraulic Engineering Circular No. 22. Second Edition: Urban DrainageDesign Manual. Washington, DC: U.S. Government Printing Office.i22
[1nIiliri/I!II[{n!11][1I!I!ut.)uuuAPPENDIX APOST-DEVELOPMENTRUNOFF ANALYSESS Morrisoni Maierleengineers • surveyors • planners scientists
nft?;fi[!(i[!!1(i0\lISu[jI!L'[J, MorrisoniMaierle•iWyWt pl*"n»ftRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-A • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2.5.10,25, 50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionStreet + Portions ofArea, ARunoffArea. A CoefficientWeightedRunoff FrequencyCoefficient FactorAdjacent Sites(A Avenue - Private Drive)'&.WZU.B1B0.95CxA0.778Adjusted RunoffCoefficientC'=C»,,xC,xC, -C»<,xC,s1.00 C'xA0.951.101.051.00Totals35,652 0.8180.7780.8180.818!.'Weighted mnoff coefficient, C^, = ECjAj / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j\BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:./2 Ti-oi= Overland Flow (Sheet Flow) Travel Time (min)Tt-o/ = n/, s = stoPe °(Ftow course (%)Sl/3C = Rational Method Runoff CoeffidertDescription of Overland Flow CourseOvertand Flow - SidewalkOverland Flow - TurfLength ofFlowpath(ft)9Slope of RunoffFlowpath Coefficient(%)L= Length of Basin (ft)C, = Frequency Adjustment FactorFrequency Travel TimeFactor Ti60.340.64~oW1.100.281:10(mln)0.79~JW(Average)Channelized Flow Travel Time:L T|<(= Channelized Flow Travel Time (min) , ^n^/^\2/3 / c \i/2 n = Manning's Roughness CoefficientTt~cf"60V L'= Length of Basin (ft) y =^6-(i\" (-^V = Average Velocity o( Flow (ft/sec)i/ = ^z^i (2) ( .—.) A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^ ^ p=\::ss~S=SlopeofFlowpath(%)Description of Channelized Flow PathConcrete GutterLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(%) CoefficientAverage Travel TimeVelocity T^fConcrete GutterT6T324Concrete GutterTotalsShallow Concentrated Flow Travel Time:55486i.ju0.801.501.05(Average)U.U1B0.0160.0160.02(Average)0.830.83(Average)9.149.14(Average)-2-i3~T2T1.672.291.90(Average)3.230.404.891, T|^ = Shallow Concentrated Flow Travel Time (min)' = 6W L = Le"8th °f Basin <ft) v = ^^~ Rit2/3V = Average Velocity of Flow (ft/sec)n1/2 n s Manning's Roughness Coefficient S = Slope of Flowpath (%)RD » Assumed Hydraulic Radius Based on^°°^ Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(%) CoefficientAverage Travel TimeVelocity2851.Wu.un0.205.190,91Totals2851.260.0110.2005.1930.91(Average) (Average) (Average) (Average)NUeOM25BM]anDi>atC*alStom)Wll«An*lyswlPost-Onek>|»mntRunoffiBasm<1-A_25-YR_Deiion-StonnA»Page 1 of 2Printed: 8/30/2017-11:51 AM
MorrisonMaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, tc:tc = Tt-of + TC-SC + Tt-cf•«^ -wt^ = Basin Time of Concentration (min)T]« = Overiand Flow (Sheet Flow) Travel Tin!(mh)T|<; = Shallow Concentrated Flow Travel Time (min)T|<( = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T,^;Basin Shallow Concentrated Flow Travel Time, T^c =Basin Channelized Flow Travel Time, T|<( =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =5.10 min0.91 min4.89 min10.90 min\sy10min=15 min2.46 in/hr1.89 in/hrBasin Design Rainfall Intensity, i =2.35 in/hr<?p = C'MQp= Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 1.00Basin Rainfall Intensity, i = 2.35 in/hrBasin Area, A = 0.818 acresi» Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.93 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, (,:= 10.90 minBasin Peak Flow Rate, Qp = 1.93 ft/seeQp = Basin Peak Ftow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rp =1,260.32 cfN:t2a05<]2ftD«»»iDocslC<talStormWa]«Analyi<»V>osl-Oweto|imm[RunoflBa)in<1-A_25.YR_D«iinn-3toim.xb«Page 2 of 2Printed: 8/30/2017-11:51 AM
rff:fi7fi[I[I11I]II',.yuur M01'1'1?011i Maierle\jiftfWi p<«niRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-B • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Years(Enter WQual, 2,5,10, 25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionStreet + Portions ofAdjacent SitesArea. A(ft2)40,224RunoffArea, A Coefficient(acres)WeightedRunoff FrequencyCoefficient1 FactorAdjusted RunoffCoefficientc'=c.xCf0.923-SM-CxA'MTT0.951.10xCf1.05C.,, xC, 5 1.00 C'xA(A Avenue - Private Drive)ICHHWeighted runoff coefficient, C^, = EC|AJ / Saj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j1.0040,224 0.9230.8770.9230.923BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:1/2 f hi= Overland Flow (Sheet Flow) Travel Time (min)Tt-oj- = ^ ,.i/, /^ s = Slope of Flow Course (%)C = Rational Method Runoff Coefficients1/3L= Length of Basin (ft)C( = Frequency Adjustment FactorLength of Slope of RunoffFlowpath Flowpath Coefficient(ft) (%)Frequency Travel TimeFactor Tt.ofDescription of Overland Flow Course0.28Oueriand Flow - Turf1.108.58341.00581.250.951.10Sheet Flow - Asphalt1.32(Average)Channelized Flow Travel Time:L T,^ = Channelized Flow Travel Time (min)/ = 607 L = Le"8th of Basi" <ft) vV = Average Velocity of Flow (ft/sec),2/3/ , ^ 1/2 n = IA = Cross-Sectional Area of Channel Flow (ft2)" ^p^ ^100^ P=Wetted-FS=SlopeofFlowpath(%)Description of Channelized Flow PathConcrete GutterConcrete GutterLength ofFlowpath(ft)193Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter(%) Coefficient (H2) (ft)Average Travel TimeVelocity T,^f(ft/sec) (min)550.801.500.0160.0160.839.19T6T2.30T92-0.40TotalsShallow Concentrated Flow Travel Time:2481.150.020.839.191.992.31(Average) (Average) (Average) (Average) (Average)L T|<; = Shallow Concentrated Flow Travel Time (min) / ^^1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)c-sc = ^QV L ^ Length of Basin (ft) V = "'""" R,2/l [ —- ] RD = Assumed Hydraulic Radius Based onV = Averaae Velocity of Flow (ft/sec)V = Average Velocity of Flow (ft/sec)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength of Slope of Manning's HydraulicFlowpath Ffowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T,.,c(ft/sec) (min)2090.800.0110.204.130.84Totals2090.80(Average)0.011(Average)0.200(Average)4.132(Average)0.84N:B605<125\Dwan DocslCafcaBtorm WalaTAMlyiwlPod-Dnalopmmt RunofnBa»i.01-B_25-YR_De«gn-Storm.xlaPage 1 of 2Printed: 8/30f2017-12:23PM
iMorrisonMaierleUfvtyOfl plafl'^rl ^CifflllKlDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, tc:tc = Tt-of + rt-sc + Tc-cf^tc = Basin Time of Concentration (min)TM = Overland Flow (Sheet Flow) Travel Time (min)mT.WeShallow Concentrated Flow Travel Time (min)T|^( = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<(Basin Shallow Concentrated Flow Travel Time, T(« =Basin Channelized Flow Travel Time, T^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =9.90 min0.84 min2.31 min13.05 min.•"ij•A10min15 min2.46 jn/hr1.89 in/hrBasin Design Rainfall Intensity, i =2.11 in;hr<3p = C'iAQp = Basin Peak Flow Rate (ft'/sec or cfs)C'= Basin Adjusted RunoffCoeffidentBasin Adjusted Runoff Coefficient, C'= 1,00Basin Rainfall Intensity, I = 2.11 in/hrBasin Area, A = 0.923 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.95 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc= Basin Time of Concentration (min)Basin Time of Concentration, (<:= 13.05 minBasin Peak Flow Rate, Qp = 1.95 ft3/secQp = Basin Peak Flow Rate (ft3/sec or cfs)IBasin Peak Runoff Volume, Rp =1,527.95 cfN:'i2805025\D«»gn DocalC>lu\Stomi W«le(An«lyiM\Poal-Dn»k)pm«<Runofl8aih<1<_25-YR_DM]gn-S»>mi.xtaPage 2 of 2Printed: 8/30/2017-12:23PM
[firni[f:li[)(1Li!![III[I(ju'JMomsoni Maierletdlf^Otl p(*nn^lRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-A and 1-B - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2.5.10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.RunoffSurfaceDescriptionSubbasin 1-AArea. A Area. A CoefficientWeightedRunoff FrequencyCoefficient FactorSubbasin 1-B3&,BM40;22T0.818~OW3£950.95CxA-0778~~osrT0.951.10xC,1.05Adjusted RunoffCoefficientC' = C«,i x C,C»a xC.s1.DO C'xA1.00Totals75,876 1.7421.6551.7421.742Weighted runoff coeffident, C^ = SCjA, / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j\ BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:1/2 TI^I = Overland Flow (Sheet Flow) Travel Time (min)Tt-of51/3S = Slope of Flow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)C, = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T<Description of Overland Flow CourseOveriand Flow - Turf0.281.10e.58341.UUSheet Flow - Asphalt581.250.951.101.32(Average)Channelized Flow Travel Time:L Ti^f = Channelized Flow Travel Time (min) i <o<;/-\2/3 / c \l/2 n = Manning's Roughness Coefficient S=Tt-t:/=607 L= Length of Basin (ft) V ==——i^;\ {-^\ A = Cross-Sectional Area of Channel Flow (ft2)V° Average Velocity of Flow (ft/sec) " ^ ^ ^ ^ P = Wetted-PeriflSlope of Flowpath(%)Description of Channelized Flow PathConcrete UunerLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(%) Coefficient (ft2)Average Travel TimeVelocityConcrete Gutter-193~550.801.50~oow0.0160.839.19T68~2.30T92~0,40Totals2481.150.020.839.191.992.31(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L ft-K = Shallow Concentrated Flow Travel Time (min)t-SC = QQy L = Length of Basin (ft)V = Average Velodty of Row (ft/sec)..^^(^r ^n "" V 100;1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)Assumed Hydraulic Radius Based onLand Use/Flow Regime (ft)y ^ _^r ^2/3 (-^ | R,, = Assumed Hydraulic Radius Based onDescription of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength ofFlowpath209Slope of Manning's HydraulicFlowpath Roughness Radius(%) Coefficient (ft)Average Travel TimeVelocity Tj^i:(ft/sec) (min)0.800.0110.204.130.84Totals2090.800.0110.2004.1320.84(Average) (Average) (Average) (Average)Na«)502aD«*gnDoM\Ca]c3lStomiWaleTAnalysesV)ost-OB»kipmwtRuno(nC<imbinwi-Baan-01-A*B_25-YR_DMian-StirmjilnPage 1 of 2Printed: a'30/2017-12:37PM
Morrisoni Maierle*fl»n*»t( • Itil^yon p<*iMt»t M'tntilliDETERMINA TION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, 4:(c = Tt-o/- + 7't-sc + Tt-cf^«B&^5S5Et;= Basin Time of Concentration (min)T]^| = Overiand Flow (Sheet Flow) Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, T|<( = 9.90 minBasin Shallow Concentrated How Travel Time, Tx = 0.84 minBasin Channelized Flow Travel Time, T]^ = 2.31 minT(<; ^ Shallow Concentrated Flow Travel Time (min)TM = Channelized Ftow Travel Time (min)Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =13.05 min10 min15 min2.46 in/hr1.89in/hr2.11 in/hrQp = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C'= Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 1.00Basin Rainfall Intensity, i= 2.11 in/hrBasin Area, A= 1.742 acresi = Rainfall Intensity (inflir)A = Basin Area (acres)'! \Basin Design Peak Flow, Qp =3.68 cfsCalculation of Peak Runoff Volume:R, = Basin Peak Runoff Volume (ft3 or cf)t,; = Basin Time of Concentration (min)Basin Time of Concentration, t<:= 13.05 minBasin Peak Flow Rate, Qp" 3.68 t/see:s^,agStKi&)Qp = Basin Peak Ftow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rp =2,882.24 cf»NUaOM25n«W[^'C^\Sto<mWa]«AiripM\Po»tflnl<i|>m«nlRuro(llCtmbini>ii-Baiin<1-A'>B_25-YR_D«ai])n.SUmiJtoPage 2 of 2Printed: 8/30/2017.12:37PM
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l. hif*»or< pup.RATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-C - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Van(Enter WQual, 2,5,10, 25,50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionCommercial PropertyRunoffArea, A Area, A CoefficientWeightedRunoff FrequencyCoefficient FactorAdjusted RunoffCoefficientC' = C^ x C,46,9751.078~owCxA-0.960xC.s1.DO C'xA0.891.100-980.98Totals46,975 1.0780.9601.0561.056)l'Weighted runoff coefficient, C^i = SC|A| / Eaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 TU( ° Overiand Flow (Sheet Flow) Travel Time (min)Tt-"/51/3S = Slope of Ftow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)G( = Frequency Adjustment FactorDescription of Overland Flow CourseOverland Flow - TurfLength of Slope of Runoff Frequency Travel TimeFlowpath Flowpath Coefficient Factor 7,^,,(ft) (%) C C, (min)Overland Flow - SidewalkSheet Flow - Asphalt SurfaceTotals5952363002.00T.501.001.50~JW1.100.950.951:101.10a.us0.37"2.8712.29(Average)Channelized Flow Travel Time:L T,^= Channelized Flow Travel Time (min) < ^n^/^\2/3 / c \ 1/2 n = Manning's Roughness Coefficient S=f= 60V L= Length of Basin (ft) f=-T—f^) f-^1 A = Cross-Sectional Area of Channel Flow (ft2)V= Average Velodty of Flow (fl/sec) " ^p^ ^ ^ P=iSlope of Flowpath(%)Description of Channelized Flow PathLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)Totals0.000.000.000.000.000.00(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L ^i-sc= Shallow Concentrated Flaw Travel Time (min)' := 601'' L = l-e"9th °f Basin <"'V = Average Velodty of Flow (ft/sec)1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)y ^ II86 ^2/3 (^-Ly R, = Assumed Hydraulic Radius Based on" ^100^ Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) CoefficientAverage Travel TimeVelocity Tt«;(ft/sec) (min)Shallow Concentrated Flow - Concrete & Asphalt | 371.00u.unU.UB2.07U.3UTotals371.000.0110.0602.0700.30(Average) (Average) (Average) (Average)N;\2e05\025\OwgnD°n'Cata\StomW«tefAnal>seslPoslfln*kipmwtRunoflB«aii01-C_25-YR_[>«aan-Stxm.xluPage1of2Printed: 8/30u017-2:16PM
, Momsoni MaierleDETERMINA TION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, 4:tc = Tc-of + Tt-sc + Tt-cf^,»s^S»«-tc = Basin Time of Concentration (min)T|<< = Overiand Flow (Sheet Flow) Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, ~[^ = 12.29 minBasin Shallow Concentrated Flaw Travel Time, T(» = 0.30 minBasin Channelized Flow Travel Time, T^ = 0.00 minTI-K = Shallow Concentrated Flow Travel Time (min)T|<( = Channelized Flow Travel Time (min)Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =12.58 minlOmin15 min2.46 in/hr1.89 in/hr2.17 in/hr<?p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C'= Basin Adjusted RunoffCoeffidentBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i = 2.17 in/hrBasin Area, A = 1.078 acresi= Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =2,29 cfsRp = 60tc • <?pCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, tc= 12.58 minBasin Peak Flow Rate, Qp= 2.29 ft3/sec••<•-;£-Qp = Basin Peak Row Rate (ft3/sec or cfs)Basin Peak Runoff Volume. Rn =:1,725.99 cf\IN:B«05ifl251D««gnDoalCatalStmiWataTAnalyi<!lPosW«>»topm«ntRi*K)fn8oh-l)1-C_25-YR_Oeaan.Sumi,«laPage2of2Printed: 8/30/2017-2:16PM
n0n71^i .1:fi[i{;li{}[i1.1I!j-(u0u,^ MorrisoniMaierlept*t"«'lRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-A thru 1-C • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2,5,10, 25,50,or 100){DRAINAGE BASIN CHARACTERISTICSInput values for mnofS coefficients from appropriate tables.RunoffSurfaceDescriptionSubbasins1-A&1-BArea. AArea. A CoefficientSubbasin 1-C75,87646,9751.742T078~0.950.89CxA1.655WeightedRunoff FrequencyCoefficient FactorC«d C,Adjusted RunoffCoefficientC- = C.,, x C,C»<|XC, .C^xC,s1.00 C'xA-^960-0.931.101.021.00Totals122,851 2.8202.6152.8202.820Weighted mnoff coefficient, C«d = SC/^/£aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:t/2 T]^, = Overland Flow (Sheet Flow) Travel Time (min)Tt-of = l ,., / s = Slope of Flow Course (%)C = Rational Method Runoff Coefficient^1/3I = Length of Basin (ft)C, = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfLength of Slope of Runoff Frequency Travel TimeFlowpath Flowpath Coefficient Factor T]<,|(ft) (%)Overiand Flow-SidewalkSheet Flow - Asphalt Surface5952362.00-T50-1.00~a2T0.950.95T10~T05-1:10-1.100.372.87TotalsShallow Concentrated Flow Travel Time:3001.50(Average)12.29.<L Ti^c = Shallow Concentrated Flow Travel Time (min) / p ^1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)t-SC = 'QQy L = Length of Basin (ft) V = *'""" Rh2/3 { 7^ ) R»s Assumed Hydraulic Radius Based on" \100^V = Average Velocity of Flow (ft/sec)Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete & AsphaltLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) CoefficientAverage Travel TimeVelocity Tt.,c(ft/sec) (min)371.UU0.011~oW2.07U.3U1.000.0110.0602.0700.30(Average) (Average) (Average) (Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impact development water quality storage routing calculations.Location of Low-Impact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-CTotalsBasinArea(acres)Runoff Volume to Design Dwell TimeCoefficient be Retained Release Rate TBRI 1.0/8 | U.SB I 1,Si)8 I 1.66 I W.620.98 _1.958 _1.66(Average) (Total) (Average)1.07819.62N.iaOMZaDwgn DocatCdalStmi Water AiulyieaVostflwatopment RunofnCombin»jflMin-01-A-C_25-YR_Deaian.Storm.xlaxPage 1 of 2Printed: 8/30/2017-4:31PM
•• Morn?on— MaierleChannelized Flow Travel Time:L ft<i= Channelized Flow Ttavel Time (min)rt-c/ = 60F L = Le"8>h of Basin (ft)V = Average Velocity of Flow (ft/sec)v1.486,^-1/2 n = Manning's Roughness Coefficient2/3^ ^1/2 n= Mannings iA = Cross-Sectional Area of Channel Flow (ft2)" ^p^ ^ ^ P=WeBed-PenrwS=StopeofFtowpath(%)Length of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area PerimeterDescription of Channelized Flow PathPipe P-1-C18(%)1.00Coefficient0.015(ft2)0.41Average Travel TimeVelocity Ti^f(ft/sec) (min)1614.020.081.00 0.01(Average) (Average)DETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUME0.41(Average)1.61(Average)4.02(Average)0.08Basin Time of Concentration, tc:tc = Tt-of + 7't-sc + Tt-cftc = Basin Time of Concentration (min)TKI(= Overland Flow (Sheet Flow) Travel Time (min)T|«; = Shallow Concentrated Flow Travel Time (min)Tid = Channelized Flow Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, T,<fBasin Shallow Concentrated Flow Travel Time, T(«: =Basin Runoff Storage Fadlity Dwell Time, TBR =Basin Channelized Flow Travel Time, Txf=Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear IntetpolstloilUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =12.29 min0.30 min19.62 min0.08 min32.28 mins|4—.s,.,30 min35 min1.22 inftir1.10 in/hrBasin Design Rainfall Intensity, i =1.16 in/hr(?p = C'MQps Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 1.00Basin Rainfall Intensity, i= 1.16 in/hrBasin Area, A = 2.820 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =3.28 cfsfip = 60t,. • (?pCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc' Basin Time of Concentration (min)Basin Time of Concentration, tcs 32.28 minBasin Peak Flow Rate, Qp = 3.28 t3/sec^ s.^^'^^aw^s^,Qp = Basin Peak Flow Rate (ft'/sec or cfe)Basin Peak Runoff Volume. Rn =6,354.68 cfN;UM5t32aCMffiDoc*CalcilSto(nWalarAiuly«ealPosl^n»topn»ntRunofnComkm»<ifl»in41-A-C_25-YR_Dui])n.Sk»m.»luPage 2 of 2Printed: 8/30/2017-4:31PM
rLfinnnn[1[;r(iu[II!!J(•ucuDIMomsoni Maierle»flflin»*n • »ur»»ywt |RATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-D • 25 Year Design Storm FrequencyDesign Storm Frequency~25~J Yean(Enter WQual. 2.5,10,25, 50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables,SurfaceDescriptionCommercial PropertyArea. ARunoffArea, A CoefficientWeightedRunoff Frequency63,1601.450"089CxAT290"Coefficient'0.89Factor1.10Adjusted RunoffCoefficientC- = C«<i x C,XCf >C»a xC,s1.00 C'xA0.980.98Totals63.160 1.4501.2901.4201.420Weighted runoff coefficient, C^ = SC/^, / Eaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:1/2 1'iof= Overiand Flow (Sheet Flow) Travel Time (min)7-t-,ofs1/3S'Slope of Flow Course (%)C = Rational Method Runoff CoefficientL = Length of Basin (ft)C( = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfOverland Flow - SidewalkSheet Flow-Asphalt SurfaceTotalsChannelized Flow Travel Time:Length ofFlowpath(ft)50Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,252243003.002.001.002.00(Average)~QW6;95-0.951.10Tie"1.10(min)130-074-2.8010.84L T]<,= Channelized Flow Travel Time (min) i ^n</^\z/3 / ^ \i/2 n = Manning's Roughness Coefficient S=f= 60V L= Length of Basin (ft) V = „ f^) (7^?) A = Cross-Secfonal Area of Channel Flow (ft2)V= Average Velodtyof Flow (ft/sec) " ^ ^ ^ ^ P=lS=SlopeofFlowpath(%)Description of Channelized Flow PathLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) CoefficientAverage Travel TimeVelocity Ti^f(fUsec) (min)TotalsShallow Concentrated Flow Travel Time:0.000.000.000.000.000.00(Average) (Average) (Average) (Average) (Average)L T].^= Shallow Concentrated Flow Travel Time (min) / ^ \i/2 n = Manning's Roughness Coefficienl S » Slope of Flowpath (%)' = 601^ L = Le"9th °f Basin <ft) v = ^^ Rh113 (•^\ Rh = Assumed Hydraulic Radius Based onV = Average Velocity of Flow (ft/sec)~n-fi" ll^ojLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete & AsphaltLength ofFlowpath(ft)83Slope ofFlowpath(%)1.BOManning'sRoughnessCoefficient0.011HydraulicRadius(ft)0.06Average Travel TimeVelocity(ft/sec) (min)2.070.671.000.0110.0602.070 0.67(Average) (Average) (Average) (Average)N:l2a)5025\D«»9nDoalCata\Stom] Water Aiul»aMVoi «wkipm«ntRunof «im-01-0_25.YR_OMian.Stxm.«taPage 1 of 2Printed: 9/13/2017-11:21 AM
, MorrisonMaierleI DETERMINA TION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, tc:tc = Tc-of + 7't-sc + Tc-cf'^^Ws-s'i •tc = Basin Time of Concentration (min)T|^( = Overiand Flow (Sheet Flow) Travel Time (min)T|«; = Shallow Concentrated Flow Travel Time (min)T|<( = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, Ti<fBasin Shallow Concentrated Flow Travel Time, T,<: =Basin Channelized Flow Travel Time, T,^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall lnten3ity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =10.84 min0 67 min0.00 min11.51 min~:":f•••^'..Si^S)10 min15min=2.46 in/hr1 89 in/hrBasin Design Rainfall Intensity, i =2.29 jn/hrl?p = C'iAQp = Basin Peak Flow Rate (ft /see or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' c 0.98Basin Rainfall Intensity, i ° 2.29 in/hrBasin Area, A= 1.450 acresi= Rainfall Intensity (iiVhr)A = Basin Area (acres)Basin Design Peak Flow, Qp =3.24 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft' or cf)4 = Basin Time of Concentration (min)Basin Time of Concentration, tc= 11.51 minBasin Peak Flow Rate, Qp = 3.24 ft'/secfvQp = Basin Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rn =2,240.90 cfNi2805t025lD»ignDoalCafc>lStDrmWal«AiulyaMtPosl-Dewkipm«ntRunofftB««n-01-D_25.YR_Oe»an-Stonn.iiaxPage 2 of 2Printed: 9/13/2017-11:21 AM
nnrn?;cIf;iftli[]?1,li[\uuDuL!, Morrisoni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-E • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2.5,10,25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents from appropriate tables.RunoffSurfaceDescriptionArea, A(ft2)Area, A Coefficient(acres) CWeightedRunoffCoefficientFrequencyFactorCxAStreet + Hortions ofAdjacent Sites14,,'za-032TxC,U.BS0.3100.951.10Adjusted RunoffCoefficientC'=C^xC,C»aXC,<1.00 C'xA1-05(X Street-Local Street)kBBaWeighted mnoff coefficient, C«, = EC/^ / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type1.0014,2290.3270.3100.3270.327BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 Ti^ = Overland Flow (Sheet Flow) Travel Time (min)Tt-of = ^,/, / s = Slope of Flow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)Of:: Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,Description of Overland Flow CourseOveriand Flow - Turf0.281.104.46121.!)051.50Overiand Flow - Sidewalk0.951.100.3771.501.10Overiand Flow - Turf0.283.30(Average)Channelized Flow Travel Time:L T,^( = Channelized Flow Travel Time (min)/ =: 607 L = Le"9th of Basin (ft)V = Average Vetodty of Flow (ft/sec)v2/3 / ^ ^ 1/2 n = Manning's Kougnness uoemaent S =i^s6. f^y f-4-y A = Cross-Sectional Area of Channel Flow (S')" ^ ^ ^ p='S = Slope of Flowpath (%)Description of Channelized Flow PathConcrete GutterLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)560.730:016-1.209M~~zw~^46~0.730.021.209.182.040.46(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L T|^ = Shallow Concentrated Ftow Travel Time (min)L= Length of Basin (ft)V = Average Velocity of Flow (ft/sec)7't-M=:60^ L=Len3'hofBasin(ft) l/=l?fi"2/3(lio)1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)14Mfi,,2/3 f-i-V Ri, = Assumed Hydraulic Radius Based onLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity Ti^c(ft/sec) (min)2770.800.0110.204.131.12Totals2770.800.0110.2004.1321.12(Average) (Average) (Average) (Average)N:'flM5U25B«^Docs<»3lStom]W«t»Aid»«sPosie)»«k)fmmtRiniBBaah.<)1-E_25-yR_Deiian-Storm.xluPage 1 of2Printed: 9/13/2017-12:43PM
MorrisonMaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, te:tc = Tt-of + Tt-sc + Tt-cf•1!>3?^»».tc = Basin Time of Concentration (min)T|<( = Overiand Flow (Sheet Flow) Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<( = 8.13 minBasin Shallow Concentrated Flow Travel Time, T(»; = 112 minBasin Channelized Flow Travel Time, T^ = 0.46 min?^-<dSh&.[fff-T,<; = Shallow Concentrated Flow Travel Time (min)TI^ = Channelized Ftow Travel Time (min)Basin Time of Concentration, Ie =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =9.70 min&*!5 min10 min3.83 in/hr2.46 in/hr2.54 in/hr<2p = C'iAQp = Basin Peak Flow Rate (ft'/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted RunoffCoeffident,C'= 1.00Basin Rainfall Intensity, is 2.54 in/hrBasin Area, A = 0.327 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qo =0.83 cfsRp = 60t<. • (?pCalculation of Peak Runoff Volume:f^>» Basin Peak Runoff Volume (ft3 or cf)tc s Basin Time of Concentration (min)Basin Time of Concentration, tc= 9.70 minBasin Peak Flow Rate, Qp= 0.83 ft3/sec;A^-;^Qps Basin Peak Flow Rate (ft^sec or cfs)IBasin Peak Runoff Volume. ?„ =482.42 cfN:12«05U25>D«ai»i Doca\CatalStocm WatirAiMlynalPMt-Onatopnmit Runof <iin-01 .E_2MR_DMion-Storm.xlaxPage 2 of 2Printed: 9/13/2017-12:43PM
n0[:[1}1[;I!r-i 111f ;[,n1}nuu[]uL!MorrisonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-F - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Year*(Enter WQual, 2, 5.10,25, 50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionStreet + Portions ofArea.ARunoffArea. A CoefficientAdjacent Sites(X Street-Local Street)(ft')11,528(acres)0.7 ~OWCxA~Q^VWeightedRunoffCoefficient0.95FrequencyFactor1.10xC,Adjusted RunoffCoefficientC' = C^ x C,C»flXC,s1.00 C'xA1.051.00Totals11,5280.2650.2510.2650.2651Weighted runoff coefficient, C,^ = EC^ / £aj where Cj is the adjusted runoff coeffident for surface type j and Aj is the area of surface type j\BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:TM( = Overiand Flow (Sheet Flow) Travel Time (min)Tt-of = cl/3 s = sl°pe °f Fl°w c°uree (%)C = Rational ^4ethod Runoff Coefficient51/3L= Length of Basin (ft)C, = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,Description of Overland Flow CourseOverland Flow - Turf0.281.103.5881.505Overland Flow - Sidewalk1.500.951.100.387Overland Flow - Turf1.500.281.103.41(Average)Channelized Flow Travel Time:L T,^ = Channelized Flow Travel Time (min)t-c/ — 601^ L = Len9th °f Basi" (ft)V s Average Velodty of Flow (ft/sec)1.486 M\2/3/ S \1/2 n=ly ^ (2.1 ( -4- } A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^•loo'/ p='S=SlopeofFlowpath(%)Description of Channelized Flow PathLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)Totals0.000.000.000.000.000.00(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L Ti<c = Shallow Concentrated Flow Travel Time (min)t-SC — QQy L = Length of Basin (ft) VV = Average Velocity of Flow (ft/sec)1/2 n s Manning's Roughness Coefficient S = Slope of Flowpath (%)JLla6fi 2/3 f-^-y Rn= Assumed Hydraulic Radius Based onLand Use/Flow Regime (ft)~^~R""'{'!oo)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) CoefficientAverage Travel TimeVelocity T(^(;(ft/sec) (min)'ti'\1.U<iU.U11U.,t!U4.670.79Totals2211.02(Average)0.011(Average)0.200(Average)4.665(Average)0.79NB60M2SUe»gn Doa(Cata\Stonn Water AntlyawlPoM-Otwtopnmt RunoBBamO -F_25-YR_D»iign-StomjdnPage1of2Printed: 9/13c017-2:46PM
MorrisonMaierletn»*l**tt tutWyOlt pi»'n«'lDETERMINA TION OF BASIN PEAK FLOW RA TE & RUNOFF VOLUMEBasin Time of Concentration, tc:ti; = Tt-of + 7't-sc + Tc-cfNaiB#*»?;tc= Basin Time of Concentration (min)T]<, = Overland Flow (Sheet Flow) Travel Time (min)T.t<cShallow Concentrated Flow Travel Time (min)T[^( = Channefaed Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|^( =Basin Shallow Concenhated Flow Travel Time, T«; =Basin Channelized Flow Travel Time, T,^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rsinfaff Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =7.37 min079 min0.00 min8.16 min: ^m5 min10min3.83 jn/hr2.46 in/hrBasin Design Rainfall Intensity, i =2.96 in/hr<?p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C':: Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 1.00Basin Rainfall Intensity, i' 2.96 in/hrBasin Area, A = 0.265 acresi = Rainfall Intensity (in/hr)A = Basin Area (aciss)Basin Design Peak Flow, Q =0.78 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or rf)tcss Basin Time of Concentration (min)Basin Time of Concentration, tc= 8.16 minBasin Peak Flow Rate, Qp= 0.78 ft/see"-,?..»,Q,a Basin Peak Flow Rate (ft3/sec or cis)!• ;llBasin Peak Runoff Volume, Rn =383.54 cfNBt05U29Dui»i DoisACata'fibmi »»»l«Ana]yi«slPi>sl-tK>wk>f>n»nt RunoffiBai«i<11-F_25-YR_0»agn-StoimriuPage 2 of 2Printed: 9/13/2017-2:46PM
rDr[\r MOI"'"l?oni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-A thru 1-F • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Years(Enter WQual, 2,5,10, 25,50,or 100)DRAINAGE BASIN CHARACTERISTICS[;f»r;1[1Jvi)IIIjruu[j[!Input values for runoff coefficients from appropriate tables.SurfaceDescriptionSubbasinsl-Athm 1-CSubbasin 1-DArea. A(ft2)122,851RunoffArea, A Coefficient(acres)WeightedRunoff FrequencyCoefficient'63,1602.8201.4500.932.615~OWSubbasin 1-ESubbasin 1.FTotals14,22911,528211,7680.3270.2654.8620.950.951290"0.3100.2514.4670.92Factor1.10XC,Adjusted RunoffCoefficientc'=c»«xc,C.,, xC,< 1.00 C'xA1.011.004.8624.862Weighted runoff coefficient, C«, = I.C^ I £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:T]^( = Overland Flow (Sheet Flow) Travel Time (min)T^of = ^ ^ /^ s = Slope of Flow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)C) = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfOverland Flow - SidewalkLength ofFlowpath(ft)595Sheet Flow - Asphalt Surface I 236Totals 300Slope ofFlowpath2.001.501.001.50(Average)RunoffCoefficient~QW0.950.95FrequencyFactor1.101,101.10Travel Time~9W0.3728712.29Shallow Concentrated Flow Travel Time:L ^I-K = Shallow Concentrated Flow Travel Time (min)t~sc ~ M)V L= Length of Basin (ft) V•^^^^60VV = Average Velocity of Flow (ft/sec)1.486n1/2 n = Manning's Roughness Coefficient S := Slope of Flowpath (%)K^l3 [ — | Rh = Assumed Hydraulic Radius Based on,100;Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete S AsphaltLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (K)Average Travel TimeVelocity T^c(ft/sec) (min)371.000.0110.062.070.301.000.011(Average) (Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impact devehpment water quality storage muting calculations.Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-C (100-Year Release Data)TotalsIBasinArea(acres)1.U/B1.078RunoffVolume to0.060(Average)DesignCoefficient be Retained Release RateC (ft3) (ft3/sec)I1.001.00(Average)Ii,yM1,958(Total)2.070(Average)Dwell TimeTBR(min)0.30I3.b<i3.62(Average)Iyn29.02N:1260M25UMiBn DoiatCafcalStomi W«UTAnal>a«alPo3t43«»ti]»neiit RiinoftCombin«d<Min<l-A^_25-YR_DMign-Stormjil»xPage) of 2Printed: 9/14/20)7-2:OSPM
r Morr'l?oni Maierlevtyoit pt*flft4^t 1Channelized Flow Travel Time:L T,<( = Channelized Flow Travel Time (min)r-c/ - 60V L = Len9th of Basin (ft)V = Average Velodty of Flow (ft/sec),2/3/^^1/2"°v = ±2^1 (2) (—) A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^100^ p=l^•'^S=SlopeofFtowpalh(%)Length of Slope of Manning's X-SectionaI Wetted Average Travel TimeFlowpath Flowpath Roughness Flow Area Perimeter Velocity Ti^fDescription of Channelized Flow Path (ft) (%) Coefficient (ft') (H) (ft/sec) (min)Pipe P-1-C181.00-0:015-0.41-1-:614.020.08Pipe P-1-0Totals1311501.061.03(Average)0.0150.01(Average)DETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFF VOLUMEBasin Time of Concentration, tc:^C := Tf-Of + ^t-5C + ^t-c/'tc= Basin Time of Concentration (min)Tto, = Overland Flow (Sheet Flow) Travel Time (min)Basin Overtand Flow (Sheet Flow) Travel Time, T^;Basin Shallow Concenbated Flow Travel Time, T|<: =Basin Runoff Storage Fadlity Dwell Time, TBR =Basin Channelized Flow Travel Time, T(^( =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Ralntall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =12.29 min0.30 min9.02 min0.52 min22.12 min20min25 min• -tW^21.58 jn/hr1.37 in/hrBasin Design Rainfall Intensity, i =1.49 in/hrl?p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C'= Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 1.00Basin Rainfall Intensity, i = 1.49 in/hrBasin Area, A = 4.862 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =7.23 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, 4= 22.12 minBasin Peak Flow Rate, Qp = 7.23 ft /see0.670.54(Average)2.051.83(Average)4.914.46(Average)0.450.52f.sy-w.v..tSj^?sftw-s.s^.'; ysestTi<c = Shallow Concentrated Flow Travel Time (min)T|^( = Channelized Flow Travel Time (min)-^^.Si•Qp' Basin Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rn =9,593.36 cfN;12«05025Cuian Doca\CatolStonn W>toAnal»«»Po3t{lw«kipmmt RimoftC<mbin»dfliin<1-A^_25-YR_Dui»i-StomiAxPage2of2Printed: 9rt4/20)7-2:08 PM
rn[:nc\\[:MomsonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-G - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Year*(Enter WQual. 2.5, )0, 25, 50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents from appropriate tables.RunoffWeightedRunoff FrequencySurfaceDescriptionCommercial PropertyArea. A(ft2)39,001Area, A Coefficient(acres)0.895~OWCxA~OWCoefficient0.89Factor1.10Adjusted RunoffCoefficientC' = C»d x C,xCf .C»dXC,s1.00 C'xA0.98Totals39,001 0.8950.7970.98 I 0.8770.877llWeighted runoff coefficient, C^ = EC^, / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATION!:0[i0[1[iuL'uu[jOverland Flow (Sheet Flow) Travel Time:t/2 T]<|( = Overland Flow (Sheet Flow) Travel Time (min)T[-of = Cl/3 s ^ slope °f F'°w couree (%)C = Rational Method Runoff Coefficient^1/3L= Length of Basin (ft)G| = Frequency Adjustment FactorDescription of Overland Flow CourseOverland Flow - TurfLength of Slope of Runoff Frequency Travel TimeFlowpath Flowpath Coefficient Factor T,^,,(ft) (%) C1653.000.281.10~^3WTotals1653.0013.19(Average)Channelized Flow Travel Time:L T(^ = Channelized Flow Travel Time (min) i <o</-\2/3 / c \i/2 n = Manning's Roughness Coeffident S=Tt~cf = 6W L = Len9th °'Basin (ft) v = ^^ i^Y i-^\ A ° cr°ss-sectionalArea of channel Flow (ft2)V= Average Velodty of Flow (ft/sec) " ^ ^ ^ ^ P=Wetted-PerinSlope of Flowpathfit)Description of Channelized Flow PathLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)TotalsShallow Concentrated Flow Travel Time:L T|<; = Shallow Concentrated Flow Travel Time (min)'•-SC — QQy L = Length of Basin (ft)V = Average Velocity of Flow (ft/sec)0.000.000.000.000.000.007-t-,(Average) (Average) (Average) (Average) (Average)^2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)y ^ Id86 fi 2/3 ^-£-y Rh^Assumed Hydraulic Radius Based on" y100^ Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity 7,.^(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00NMil)902aO«aignOoa\Gaka\Stom Water AiulyaM'Post-De»topm«nl Rum(nBim-01-G_25-VR_D«aian-S»»m.xluPage 1 0(2Printed: 9/13/2017-5:26PM
, Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFF VOLUMEBasin Time of Concentration, tc:tc = Tc-of + Tt-sc + Tt-c('if;«8W?.tc = Basin Time of Concentration (min)T]« = Overland Flow (Sheet Flow) Travel Time (min)T,^; = Shallow Concentrated Flow Travel Time (min)T|<, = Channelized Ftow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T(<(Basin Shallow Concentrated Flow Travel Time, T^; =Basin Channelized Flow Travel Time, T|<| =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =13.19 min0.00 min0.00 min13.19 min•^"^>'-':...'10 min15min'2.46 in/hr1.89 in/hr2.10 in/hrQp = C'iAQp= Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i = 2.10 in/hrBasin Area, A = 0.895 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)1.84 cfsBasin Design Peak Flow, Q =Calculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)t,; = Basin Time of Concentratun (min)Basin Time of Concentration, tt= 13.19 minBasin Peak Flow Rate, Qp = 1.84 ft'/secffp = 60t<; • (?p^'y^-iS^^^S,^^.,^^Q,= Basin Peak Flow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rp =1,454.89 cfNaMS<125lDMiwi DoalCitalStoim »»•»» Anal»i«slP<>st-D«i»lopmmt RunonBaam-01 -G_25.YR_DMian-StDm.x)nPage 2 of 2Printed: 9/13/2017-5:28PM
nnnrflnfiD[i1[Du[!DuIjL]uuuMorrisonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-H - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2,5,10, 25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for mnoff coefficients from appropriate tables.SurfaceDescriptionStreet + Portions ofAdjacent SitesArea. A(ft2)17,069RunoffArea, A Coefficient(acres)WeightedRunoff FrequencyCoefficient Factor0.3920.95CxA0.3720.951.101.05Adjusted RunoffCoefficientC' = C»d X C,1.00(X Street-Local Street)BBTHHWeighted runoff coefficient, C«d = SCjA, / Eaj where Cj is the adjusted Nnoff coeffkaent for surface type j and Aj is the aiea of surface type j17,069 0.3920.3720.3920.392BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:7-t-,of^wls Overiand Flow (Sheet Flow) Travel Time (min)S = Slope of Ftow Course (%)5V3L= Length of Basin (ft)G[ = Frequency Adjustment FactorC « Ratunal Method Runoff CoefficientDescription of Overland Flow CourseOverland Flow - TurfOverland Flow - SidewalkLength ofFlowpath(ft)12Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,5Overland Flow -Turf 17Channelized Flow Travel Time:L T,^ = Channelized Flow Travel Time (min)/ = 601^ L ° Length °f Basin 'ft'V = Average Velocity of Flow (ft/sec)1.501.501.50(Average)-028-0.950.28Tw"1:101.10(min)4.44~OW3.432/3/ ^ \ 1/2 n a Manning's Roughness Coefficientv ^1'486 (1} (-L.} A = Cross-Sectional Area of Channel Flow (ft2)n \P} \l00j p,S=SlopeofRowpath(%)Description of Channelized Flow PathConcrete GutterLength of Slope of Manning's X-Sectionat WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft') (ft)Average Travel TimeVelocity(ft/sec) (min)Concrete Gutter169~fT0.800.500.0160,0161.159.01<!.nTeT1.33~a4TTotals 216Shallow Concentrated Flow Travel Time:L Ti<c = Shallow Concentrated Flow Travel Time (min)^t-sc = ^i7 L = Length of Basin (ft)0.65(Average)0.02(Average)1.15(Average)9.01(Average)1.891.80(Average)-m601^V = Average Velocity of Flow (ft/sec)1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)l'_ ^2/3f f y Rt,= Assumed Hydraulic Radius Based onn \100,Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T«c(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00N:'i2605U25\De«»iDocslCata\Storm Water Ana!yiMlPo«^l»»topmmtRunohB«»n<>1-H_25-YR_0«»9n-Stoim.KluPage 1 of 2Printed: 9/14/2017-12:01 AM
.« Morrisoni Maierle*ig'DETERMINATION OF BASIN PEAK FLOW RATE 8. RUNOFFVOLUMEBasin Time of Concentration, tc:tc = Basin Time of Concentration (min)t-sc -r • t-cf ^ ^ Overiand Ftow (Sheet Ftow) Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<( = 8.24 minBasin Shaltow Concentrated Flow Travel Time, TK = 0.00 minBasin Channelized Flow Travel Time, T,^ = 1.80 min--»•,•i'Sa,T|«; = Shallow Concentrated Flow Travel Time (min)T]^( = Channelized Flow Travel Time (min)Basin Time of Concentration, t^ =Calculation of Peak Flow Rate:Ralnffll Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =10.05 mm10 min15 min2.46 inftr1.89 in/hr2.45 in/hrQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 1.00Basin Rainfall Intensity, i = 2.45 in/hrBasin Area, A = 0.392 acresi= Rainfall Intensity (in/hr)A = Basin Area (awes)Basin Design Peak Flow, Qp =0.96 cfsCalculation of Peak Runoff Volume:R|, = Basin Peak Runoff Volume (ftl or d)tc = Basin Time of Concentration (min)Rp = 60tc • QpOp = Basin Peak Flow Rate (ft3/sec or rfs)Basin Time of Concentration, 4Basin Peak Flow Rate, Qp =Basin Peak Runoff Volume, Rp=10.05 min0.96 ft3/sec578.70 cfN:Ba)5025lDNanOoalCato\StormWat<fAnalyaesV>os «»k>pm«itRuno)IB»i«i-01-H_25-YR_De»9n^tnm.«taPage2of2Printed: 9/14/2017-12:01 AM
nnfin[]fl[1[1u[)[Juu[IuuLIr Morl"i?oni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-J • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual. 2.5,10,25, 50,or 100){DRAINAGE BASIN CHARACTERISTICSInput values for runoff ooeffidents from appropriate tables.SurfaceDescriptionStreet + Portions ofAdjacent SitesArea, A(ft2)18,474RunoffArea, A Coefficient(acres)0.424~oss~CxAU.4U3WeightedRunoffCoefficientC»d0.95FrequencyFactor1.10,xC,1.05Adjusted RunoffCoefficientC-=C^xC,C»,i xC,s1.00 C'xA(X Street-Local Street)usaa'Weighted mnoff coefficient, C^ s IC^ I £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j1.0018,4740.4240.4030.4240.424\ BASIN TIME OF CONCENTRATIONiOverland Flow (Sheet Flow) Travel Time:L/2 Ti<f= Overland Flow (Sheet Flow) Travel Time (min)7't-,of51/3S = Slope of Flow Course (%)C = Rational Method Runoff CoeffidentL= Length of Basin (ft)C, = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,Description of Overland Flow Course0.28Overland FlowTurf1.104.45\i1.&U51.500.95Overland Flow - Sidewalk1.100.3771.500.28Overland FlowTurf1.103.34(Average)Channelized Flow Travel Time:. K^^tsc.ySw^.^.SVSSSala.'K.SKs—.-.^'^;.-L T,<( s Channelized Flow Travel Time (min)/ = 607 L = Le"ath °f Basi" (ft)V = Average Velodty of Flow (ft/sec)2/3/ ^ ^1/2 n = Manning's Roughness Coefficient S=y = .LZ^i (2) (—) A = Cross-Sectional Area of Channel Flow (ft3)" ^p^ ^100^ P==Wetted-fSlope of Flowpath(%)Description of Channelized Flow PathConcrete GutterConcrete GutterConcrete GutterTotalsLength ofFlowpath(ft)38Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter12853219(%)0.941.280.500.90(Average)Coefficient0.016Average Travel TimeVelocity T(<:((Wsec) (min)0.0160.0160.02(Average)0.800.80(Average)7.457.45^.UJ2.371.481.96U.J10,900.601.81(Average)(Average)Shallow Concentrated Flow Travel Time:L Ti<c s Shaltow Concentrated Flow Travel Time (min)t~sc = fi(W I-s Length of Basin (ft)60V1.486V s Average Velocity of Flow (ft/sec)1/2 n s Manning's Roughness Coeffraent^-\ Rhs Assumed Hydraulic Radius BasedLand Use/Flow Regime (ft)i/ = ^zrr ^^2/3 j _^ j ^ ^ Assumed Hydraulic Radius Based onS=SlopeofFlowpath(%)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity 7,^(ft/sec) (min)0.00(Average)NU«05025Bni»i DoortCakaStorm «»»» Aiulyirilfoil-Ondoimwl RinitnB«ain<1-J_25-YR_DMi»tStomuln0.000(Average)0.000(Average)0.000(Average)0.00Page 1 of 2Printed: 9/14/2017-11:01 AM
, Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFF VOLUMEBasin Time of Concentration, t,;:tc = Tt-of + Tt-sc + Tt-cf4 = Basin Time of Concentration (min)T,^ = Overiand Flow (Sheet Flow) Travel Time (min)T|^; = Shallow Concentrated Flow Travel Time (min)T(<( = Channelized Ftow Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, T|<|Basin Shallow Concentrated Flow Travel Time, T^; =Basin Channelized Flow Travel Time, T|^ =Basin Time of Concentration, tc xCalculation of Peak Flow Rate:Ralnffll Intensity Linear InteipolfthnUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =8.16 min0.00 min1.81 min9.98 min5 min10min3.S3 in/hr2.46 in/hr2.46 in/hrQp = C'iAQp= Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 100Basin Rainfall Intensity, i = 2.46 in/hrBasin Area, A = 0.424 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qo =1.04 cfsfip = 60t^ . QpCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft' or cf)t<; s Basin Time of Concentration (min)Basin Time of Concentration, t; = 9.98 minBasin Peak Flow Rate, Qp= 1.04 ft/see,'WS.SQps Basin Peak Flow Rate (ft'/sec or cfs)IBasin Peak Runoff Volume, Rn =624.97 cfN:l2a)ft0251D»i(n OoatCAAStoim Wtto AiulyaeslPosl-Dnatopment Runo(nBun-<)1-J_25-YR_DMisfrSUnn.>laxPage2o(2Printed: 9/14/2017-11:01 AM
nnn00na1IIriS MO['I'l?oni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-A thru 1-J • 25 Year Design Storm FrequencyDesign Storm Frequency = L~wJ Years(Enter WQual, 2,5,10, 25,50,or 100)\DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables,SurfaceDescriptionSubbasinsl-Athml-FSubbasin 1-GArea, A(ft2)211,768RunoffArea. A Coefficient(acres)WeightedRunoffCoefficientFrequencyFactor~39^0T4.862-0-895~~OS2-0:89-CxA4.467-0797Subbasin 1-HSubbasin 1-JTotals17,06918,474286,3120.3920.4246.573-6.95-0.950.3720.4036.0390.921,10Adjusted RunoffCoefficientC' = C»d x C,xC, >C»dXC,s1.00 C'xA1.011.006.5736.573Weighted runoff coefficient, C^, = SC^, I £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:T,<< = Overland Flow (Sheet Flow) Travel Time (min)TI-,ofS1/3S'SlopeofFlowCouree(%)C = Rational Method Runoff Coefficient-^^^SfS^WS^.-'-i:-?--^.::,"^^'•^L= Length of Basin (ft)C, = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfLength of Slope of RunoffFlowpath Flowpath Coefficient(ft) (%)Frequency Travel TimeFactor Ti^f:i (min)Overland Flow - SidewalkSheet Flow - Asphalt SurfaceTotals5952363002.001.501.001.50(Average)0:281.100.950.951.101.109.U&0.372.8712.29Shallow Concentrated Flow Travel Time:L Tt<ca Shallow Concentrated Flow Travel Time (min)C-SC - QQy L = Length of Basin (ft)vV = Average Velodty of Flow (ft/sec)1.486n1/2 n = Manning's Roughness Coefficientfi^2/3 j .^ j R^ ; Assumed Hydraulic Radius Based onS=SlopeofFlowpath(»)ViooyLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete 8. AsphaltLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(H) (%) Coefficient (fiAverage Travel TimeVelocity Ti^c(ft/sec) (min)3/1.UUU.U11U.Utj2.07U.3U1.000.011(Average) (Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Vafues obtained from low-impact development water quality storage routing calculations.0.060(Average)Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-C (100-Year Release Date)TotalsBasinArea(acres)Tore1.0782.070(Average)0.30Runoff Volume to Design Dwell TinCoefficient be Retained Release Rate TBRC (ft ) (ft /see) (min)T1.001.00(Average)Ti,9581,958(Total)3.623.62(Average)T9.029.02t11NM«05U25UMi»> DoutCtksCtomi Wtnf A]uly»MlPoil-Dff«k)[m«it RunonC<mbin«tSuMt-A-J_2S.yR_OMiai>St]rou*nPage1of2Printed: 9/14tt017-2:11PM
m M01"'"1?01"1i MaierleChannelized Flow Travel Time:L Tt^i = Channelized Flow Travel Time (min)t-c/ ~ 60V L = Length of Basin (ft)V = Average Velocity of Flow (fl/sec)N[^*Sv •2/3 / t. \ V2 n = Mannin9's Roughness Coefficient. 1A66(A\ f_£_V A = Cross-Sectional Area of Channel Flow (ft2)" ^pf ^°°^ P=Wened-Periment of Flow Channel (ft)S=SlopeofFlowpath(%)Description of Channelized Flow PathLength of Slope of Manning's X-Sectionat WettedFlowpath Flowpath Roughness Flow Area PerimeterCoefficient (ft?) (H)Pipe P-T-C"~wToo-&015~QAV1.61AverageVelocity(ft/sec)4.02Travel Time(min)0.08Pipe P-1-01311.060.0150.672.054.910.45Pipe P-1-GTotals2153650-690.92(Average)0-014JlflJL(Average)1.36_OA2_(Average)3.042.24(Average)5.30~4Jf(Average)0.681.20DETERMINA TION OF BASIN PEAK FLOW RATE 8, RUNOFF VOLUMEBasin Time of Concentration, t<::^c ^ ^t-of + ^t-sc + T[-cf,uu^a>i»aio*>*3tc = Basin Time of Concentration (min)T]<,, = Overland Flow (Sheet Flow) Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<| = 12.29 minBasin Shallow Concentrated Flow Travel Time, T|»; = 0.30 minBasin Runoff Storage Facility Dwell Time, TBR = 9 02 minBasin Channelized Flow Travel Time, T^ s 1 20 mi"Basin Time of Concentration, t- = 22.80 minCalculation of Peak Flow Rate:Rslnfsll Intensity Linear InterpolationUpper Rainfall Intensity Value = 20 minLower Rainfall Intensity Value = 25 minT(«: = Shallow Concentrated Flow Travel Time (min)Tid = Channelized Flow Travel Time (min)1.58 in/hr1.37jn/hrBasin Design Rainfall Intensity, i =1.46 in/hrQp = C'iAQp= Basin Peak Flow Rate (ft'/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 1.00Basin Rainfall Intensity, i = 1.46 in/hrBasin Area, A = 6.573 aaesi = Rainfall Intensity (in/hr)A = Basin Area (acres)9.58 cfsBasin Design Peak Flow, Qp =Calculation of Peak Runoff Volume:Rp ° Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, tc= 22.80 minBasin Peak Flow Rate, Q= 9.58 It/seey f -^. '..•\.:^,^ ^^^f^^Qp = Basin Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume. R» =13,111.78 cfN*2«)5U25BMi»i Di>calCda\Stm Water Aiul»«MlPMt-0«»kipn»nt Rut»ffiCombm<i<un41-M_25-YR.DMJBn-St>mjtaPage2o(2Printed: 9/14/2017-2:11PM
nnr,nr[][1[If ';[Iuuuuuuuu, Morrisoni Maierle»fl9*t**'t luirt^Oti pl»~iRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-K • 25 Year Design Storm FrequencyDeaign Storm Fnquency = | 25 | Years(Enter WQual, 2.5,10, 25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents ft-om appropriate tables.RunoffWeightedRunoff FrequencySurfaceDescriptionCatamount StreetArea, AArea, A Coefficient35,1840.808~owCxA-0:767-Coefficient'0.95Factor1.10Adjusted RunoffCoefficientC' = C.o x C,uii x Cf . C»a x C, s 1.00 C" X A1.051.00Totals35,184 0.8080.7670.8080.808IWeighted runoff coefficient, C^ = £C|AJ / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 TU( = Overland Flow (Sheet Flow) Travel Time (min)Tc-of = ^ ^ ,y {} S = Slope of Flow Course (%)C = Rational Method Runoff Coefficient^1/3L= Length of Basin (ft)C, = Frequency Adjustment FactorLength ofFtowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor Ti^fDescription of Overland Flow Course0.95Overiand Flow-Sidewalk1.100.4061.SOOverland Flow-Turf71.500.281.103.30(Average)Channelized Flow Travel Time:L Tt<f= Channelized Flow Travel Time (min) , ,n,/,\2/3 / ^ \i/2 n = Manning's Roughness Coefficient S=Tt'~':f = 60V L ° Le"8t' °' Basin (ft) y= l^6 (^ i-^;} A = Cross-Sectional Area of Channel Flow (ft2)V» Average Velocity of Flow (ft/sec) " ^ / v / P='^s»*4-:—w-s^'Slope of Flowpath(%)Description of Channelized Flow PathConcrete GutterLength ofFlowpath(ft)225Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter-072~Coefficient0.016Average Travel TimeVelocity T^,(ft/sec) (min)T28~g.522.68-T80-TotalsShallow Concentrated Flow Travel Time:2250.720.021.289.522.081.80(Average) (Average) (Average) (Average) (Average)L T|» s shalkw Concentrated Flow Travel Time (min) / r. \i/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)' = 601^ L ° l-e"9th of Basin <"' v = ^^~ Rii2/3 f 7^) Rfl = Assumed Hydraulic Radius Based onV= Average Velocity of Row (ft/sec) " ^100^ Land Use / Flow Regime (ft)Description of Shallow ConcentratedFlow CourseShallow Concentrated Flow - Concrete GutterLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity Tj^c(ft/sec) (min)2880.670.0110.203.771.27Totals2880.67(Average)0.011(Average)0.200(Average)3.775(Average)1.27N:\2tlW25B«wl)oc«Cak3StormW«teAnah«WIPo>K)ndopin«]tRunomBum<1<25-YR_D«aian-Stom.«lMPage 1 of 2Printed: 9/14/20t7-5:15PM
, Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFF VOLUMEBasin Time of Concentration, tc:tc = Tt-of + Tt-sc + Tt-cftc = Basin Time of Concentration (min)TM = Overiand Flow (Sheet Flow) Travel Time (min)T,^; = Shallow Concentrated Ftow Travel Time (min)T|<( = Channelized Ftow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<( ;Basin Shallow Concentrated Flow Travel Time, T|<: =Basin Channelized Flow Travel Time, T^=Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =5 min10minBasin Design Rainfall Intensity, i =3.70 min1.27 min1.80 min6.77 min3.83 in/hr2.46 in/hr3.34 in/hr'•»A -S»»^K(?p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 1.00Basin Rainfall Intensity, i= 3.34 in/hrBasin Area, A = 0.808 acresi s Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qn =2.70 cfsfip = 60t<. • QyCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, tc:: 6.77 minBasin Peak Flow Rate, Qp» 270 ft3/secQp = Basin Peak Flow Rate (ft'/see or cfs)Basin Peak Runoff Volume, Rn =1,096.13 cfN;l2905\025\D««9nDoca\C«ta\Stifm Water AiulysMlPoit<n«kipmMtRunof ih-01-K_25-YR_D«aign-Storm.xlaxPage2of2Printed: 9/14/2017-5:15PM
nfi[;[1[1[I[1[][][I[]uuuuuuuMomsoni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-L - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yearn(Enter WQual, 2.5.10, 25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionAspnalt & uoncreteLandscape AreaBuilding RoofTotalsArea.A15,594RunoffArea, A CoefficientWeightedRunoff FrequencyCoefficientFactor"looe"6,882-^35T0.1840.158-ft95-0.280.95CxA~Q3W~0:05130,482 0.7000.1500.5420.771.10Adjusted RunoffCoefficientC- = C»o x C,,d x Cf . C»n x C, S 1.00 C" x A0.850.850.5960.596Weighted runoff coefficient, C«, = SCjA, / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j\BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 ^i-ai= Overland Flow (Sheet Flow) Travel Time (min)Tt-ofSl/3S=SlopeofFlowCouree(%)C = Rational Method Runoff CoeffidentL= Length of Basin (ft)C( = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of Runoff Frequency Travel TimeFlowpath Coefficient Factor T^fDescription of Overland Flow CourseOverland Flow - Turf0.281.106.09353.UO62.000.95Overiand Flow - Sidewalk1.100.3862.000.28Overiand Flow - Turf1.102.99(Average)Channelized Flow Travel Time:LTu = Channelized Flow Travel Time (min)Tt~cf =; 601^ L = Len9th °f Basi" (ft>V = Average Velodty of Flow (ft/sec)v1.4861/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)2/3 /„ ^ 1/2 n = manning sA = Cross-Sectional Area of Channel Flow (ft2)" ^ ^loo'/ p=Description of Channelized Flow PathConcrete GutterLength ofFlowpath(ft)56Slope of Manning's X-Sectionai WettedFfowpath Roughness Flow Area Perimeter~OS2Coefficient0.0160.928;6oAverage Travel TimeVelocity J^,(ft/sec) (min)1.3;u.bu0.520.020.928.001.57(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:1, f^K = Shallow Concentrated Flow Travel Time (min)-sc = ^o^ L = Length of Basin (ft)V = Average Velocity of Flow (ft/sec)T,-s1/2 n = Manning's Roughness Coeffident S = Slope of Flowpath (%)J^86fl,,2/3 f-£-y Rh = Assumed Hydraulic Radius Based onl'=——ff""^ToojLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T,.,,;(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00Ni2e05025CMJan Doc*C«ka>St»m Wtto Aiuly»sn>»t-0mk)f»miit Runof(BMh.01-l_25-yR_OMian-3t«mjthxPage1of2Printed: 11/8/2017-9:26 AM
MorrisonMaierlerrtyfHi p^.-wDETERMINATION OF BASIN PEAK FLOW RATE 8, RUNOFFVOLUMEBasin Time of Concentration, tc:tc = T't-0/' + Tt-sc + T[-cf1c = Basin Time of Concentration (min)^^ = Overland Flow (Sheet Flow) Travel Time (min)T|<; = Shallow Concentrated Flow Travel Time (min)Tj^i = Channelized Flow Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, T,^ = 9.45 minBasin Shallow Concentrated Flow Travel Time, T^c = 0.00 minBasin Channelized Flow Travel Time, T|<, = 0.60 minBasin Time of Concentration, t. = 10.05 minCalculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value = 10 minLower Rainfall Intensity Value = 15 min^•-.,-^;r-'2.46 in/hr1.89 in/hrBasin Design Rainfall Intensity, i =2.45 jn/hr<2p = C'iAQp= Basin Peak Flow Rate (ft;i/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.85Basin Rainfall Intensity, ia 2.45 in/hrBasin Area, A = 0.700 acresi= Rainfall Intensity (inflir)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.46 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, 1c = 10.05 minBasin Peak Flow Rate, Qp= 1.46 ft'/secBasin Peak Runoff Volume, Rn = 880.11 cfQp = Basin Peak Ftow Rate (ft3/sec or cfs)•NSMOM2aDMi»iDoaCak3\Stomi Water Anal»»s\PMt-On«tofimentRunon8aim<14-_2S.YR_D«iian-Sum].>tePage 2 of 2Printed: 11/8/2017-9:26 AM
nr11f]nn-I1[i(In[I[Iu1111[juuI!LuMorrisoni MaierletuKe^Ott f>lfn»'t td»ii!itt^RATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K and 1-L • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2.5,10, 25,50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionBubbasin 1-KRunoffArea, A Area, A Coefficient(ft2) (acres)WeightedRunoffCoefficientFrequencyFactorSubbasin 1-L,i5,1B4 | U.BUU30,482-0.700-055-0.77~OW-o34TfXC,0.871.10Adjusted RunoffCoefficientC' = C»o x C,C«aXC,£l.OO C'xA0.960.96Totals65,6661.5071.3091.4401.440'Weighted runoff coefficient, C,., = EC|AJ / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:l/z T,^( = Overland Flow (Sheet Flow) Travel Time (min)Tc-of51/3S = Slope of Flow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)G( = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T.Description of Overland Flow CourseSubbasin 1-L: Overland Flow - Turf0.281.106.09,353.00Subbasin 1-L; Overiand Flow - Sidewalk62.001.100.950.38Subbasin 1-L: Overland Flow - Turf2.001.100.282.99(Average)Channelized Flow Travel Time:ft&ff:LT,<f s Channelized Flow Travel Time (min)/ = 6QV L ° Len8th of Basin (ft)V = Average Velocity of Flow (ft/sec)v1.4862/3 1/2 n =486 (1\ (-s-\ A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^ ^ ^ P=Wetted-PerinS=SlopeofFlowpath(%)Description of Channelized Flow PathSubbasin 1-L: Concrete GunerLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) CoefficientAverage Travel TimeVelocity T|<|(ft/sec) (min)560.520:016~092-8.00^.31u.bu0.520.020.928.001.570.60(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L T|<;= Shallow Concentrated Flow Travel Time (min) , ^ \i/2 n = Manning's Roughness Coefficient S " Slope of Ftowpath (%)TC~S<::='60V L= Length of Basin (ft) (/= li86./;,,2/3 [-^-y R|,= Assumed Hydraulic Radius Based onV= Average Velocity of Flow (ft/sec) " vll° ^ Land Use / Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(H) (%) Coefficient (ft)Average Travel TimeVelocity T(^(;(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00N:l2«)5U25Bnan Oo«ICrt3\Stmi Water Analy«>*Pi»t-0«»do|>m«nt Ri«BnCimbin«<ifl«iin41-K*L_25-YR_DM<frStom.xlMPage lot 2Printed: 11/8tt0l7-9:53 AM
, Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, 4:tc=Tt-of+Tt-sc+Tt-cfI,; = Basin Time of Concentration (min)T|^ = Overiand Flow (Sheet Flow) Travel Time (min)T^ = Shallow Concentrated Flow Travel Time (min)TM = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T^ •Basin Shallow Concentrated Flow Travel Time, T|<; =Basin Channelized Flow Travel Time, T^=Basin Time of Concentration, t<; =Calculation of Peak Flow Rate:Rslnhll Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value s9.45 min0.00 min0.60 min10.05 minS sw::^ <i y^WsMWmm--15 min2.46 in/hr1.89 jn/hrBasin Design Rainfall Intensity, i =2.45 jn/hr<2p = C'iAQp = Basin Peak Flow Rate (ft'/sec or ds)C' = Basin Adjusted RunoffCoeffidentBasin Adjusted Runoff Coefficient, C' = 0.96Basin Rainfall Intensity, i = 2.45 in/hrBasin Area, A = 1.507 acresi = Rainfall Intensity (in/hr)A s Basin Area (acres)Basin Design Peak Flow, Qp =3.53 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, t<;= 10.05 minBasin Peak Flow Rate, Qp= 3.53 ft'/secQp = Basin Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rn=2,126.93 cfN;l2i05t025tD«aignDoalCafcalStormW«t8fAfM]yiealPoat-Om«b|immtR>in(inCombin«dfliin-014<*L_25-YR.DMi8n-Storm.xiuPage2of2Printed: 11/8/2017-9:53 AM
nn[;I1[1[1[If(iuuuuuuuuuMomsoni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-M • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Years(Enter WQual, 2.5.10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for mnoff coefficients from appropriate tables.RunoffSurfaceDescriptionAsphalt S ConcreteLandscape AreaBuilding RoofTotalsArea.A(ft2)3,772Area. A Coefficient(acres)~jw3,65810,8500.087~Wl9~0.0840.2496.950,280.95CxAO.OS2~ao2T0.0800.184WeightedRunoffCoefficient0.74FrequencyFactor1.10iXC,Adjusted RunoffCoefficientC' = €„,, x C,C«,,xC,s1.00 C'xA0.810.810.2020.202'Weighted mnoff coefficient, Cua = SC^, / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONlOverland Flow (Sheet Flow) Travel Time:Tuf= Overland Flow (Sheet Flow) Travel Time (min)Tc-of = cl/3 s = sl°Pe °'Flow course (%'C = Rational Method Runoff CoefficientL= Length of Basin (ft)C, s Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,Description of Overland Flow CourseOveriand Flow - Turt780.261.1011.131.b2(Average)Channelized Flow Travel Time: m uL T,^ = Channelized Flow Travel Time (min)c~cf ~ 60V L = Len9th of Basin (ft)V = Average Velocity of Flow (ft/sec)/2/3/ ^ \ 1/2 n = Manning's Roughness Coefficient S=A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^100^ p=lSlope of Flowpath(%)Length ofFlowpathDescription of Channelized Flow Path12"-HDPE CulvertSlope of Manning's X-Sectional WettedFlowpath Roughness Flow Area PerimeterCoefficient (ft2)Average Travel TimeVelocity161.000.0120.171.083.570.081.000.010.171.083.570.08(Average) (Average) (Average) (Average) (Average)Shallow Concentrated Flow Travel Time:L Tiic= Shaltow Concentrated Row Travel Time (min)V = Average Velodty of Flow (ft/sec)1^6.R..^tT'"" VIooJ1/2 n= Manning's Roughness Coefficient S ' Slope of Flowpath (%)Tt~sc'=60V I-'Length of Basin (ft) 7 = 118^R),2/3f-^-Y R|,= Assumed Hydraulic Radius Based onLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseCulvert to Inlet - Turf ChannelLength ofFlowpath~ ~Slope of Manning's HydraulicFlowpath Roughness RadiusCoefficient1.40U.US51.0UAverageVelocity(R/sec)1.85Travel TimeT,<c(min)0.221.400.0951.0001.8530.22(Average) {Avesaye) (Average) (Aterage)NH«)5U25U—>1 OiiaCdalStmiW-BrAnalyaeaVoat-Dnikipimnt RunoffiBMin-01-M_2i-YR_D««8ii4t»m.<luPage 1 of 2Printed: 11/8/2017-12:51PM
MomsonMaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, (<::tc = Tt-o/ + Tt-sc + Tc-cf.^ttc = Basin Time of Concentration (min)TK< = Overland Flow (Sheet Flow) Travel Time (min)T(<; = Shallow Concentrated Flow Travel Time (min)T«, = Channeli2ed Ftow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T,^,Basin Shallow Concentrated Flow Travel Time, Ti<c =Basin Channelized Flow Travel Time, T|<, =Basin Time of Concentration, tc ==Calculation of Peak Flow Rate:Rainfall Intensity Linear fnteipototfonUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =11.13 min0.22 min0.08 min11.43 min10min=15min2.46 in/hr1.89 in/hrBasin Design Rainfall Intensity, i =2.29 jn/hr(?p = C'MQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 0.81Basin Rainfall Intensity, i= 2.28 in/hrBasin Area, A = 0.249 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qy =0.46 cfsCalculation of Peak Runoff Volume:Rp == Basin Peak Runoff Volume (ft3 or rf)tc= Basin Time of Concentration (min)Basin Time of Concentration, tcs 11.43 minBasin Peak Flow Rate, Qp= 0.46 ft/see-^-^-.'•^.^-^sQp = Basin Peak Flow Rate (ft3/sec or Os)Basin Peak Runoff Volume, Rn =318.58 cfDETERMINATION OF SITE STORAGE VOLUMERainfallDuration, t(min)5RainfallIntensity, i(in/hr)3.83Peak Runoff. Q= Cud x £Aj x i(ft3 / sec)"OTTRunoff Volume, R= C,,<i x £A| x i x t(ft3)Release Rate, D(H3 / see)Release Volume, 0=Dxt'iSiu.uuu(ff)0Site Storage, S=R-0232102.460,502980.0000298-151.890.383450.0000345201.580.323830.0000383251.370.2841500000415301.220.254430.000~0"443351.100.224680.0000468401.010.204910.0000491750.94-M9-~w'Woo0512500.880.185320.0000532550.820.175510.0000551600780.165680.0000568750.680.146160.000T"6W900:600.126580.00006581050.550.116950.00006951200.500.107290.00007291500.430.097910.00007911800390.088440.00008443600.250.051,0830.00001,08314400.160.032,7810,0141,2461,534Nffla)5\n29D«*an OixalCaka\St)im Watar Anal»iMlPoil^)n»topm«nt RunonBaan-01-M_25-YR_D«aitn.Slmn.xlixPage 2 of 2Printed: 11W2017-12:51 PM
nf!f;fl, 1li[I[If' '(.111[I[I[]uuuuuu, Momsoni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-N • 25 Year Design Storm FrequencyDesign Storm Fnquency = | 25 | Yean(Enter WQual, 2,5,10,25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents from appropnate tables.SurfaceDescriptionAspnalt & concreteArea. ARunoffArea, A CoefficientWeightedRunoff FrequencyLandscape AreaBuilding RoofTotals•jy.BM15,0439,033U.i)1S0.3450.207~OW0.28095CxA-0:869-0.09763,915 1.4670.1971.163Coefficient'0.79Factor1.10Adjusted RunoffCoefficientC = C^d x Cfx Cf . C»i] x C, £ 1.00 C" x A0.870.871.2791.2791Weighted runoff coefficient, C^ = SCjAj / £aj where Cj is the adjusted runoff coeffident for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:T]^, = Overland Flow (Sheet Flow) Travel Time (min)Tt-of == —^—(^75—'- — S = Slope of Flow Course (%)C = Rational Method Runoff Coefficient51/3L= Length of Basin (ft)C| = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfOveriand Flow - SidewalkLength ofFfowpath(ft)13Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor TiTSheet Flow-Asphalt/Concrete I 97Totals 116Channelized Flow Travel Time:L T,^( = Channelized Flow Travel Time (min)/ = 60F L" Len9th °'Basin (ft)V = Average Velocity of Flow (ft/sec)3.002.001.832.28(Average)~OW1.10~OS5~0.951.101.10(min)3.72o:3r1.515.592/3/ „ ^1/2 n=y ^ ±Z^1 ( ^ ) ( _ I A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^ v~loo// p=lS=SlopeofFlowpath(%)Description of Channelized Flow PathGrassed ChannelLength of Slope of Manning's X-Sectional WettedFtowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)Average Travel TimeVelocity T(^:((ft/sec) (min)4170.360.0242.199.451.404.96TotalsShallow Concentrated Flow Travel Time:4170.360.022.199.451.404.96(Average) (Average) (Average) (Average) (Average)VL T,.«;= Shallow Concentrated Flow Travel Time (min) / ,. \i/2 n s Manning's Roughness Coefficient S = Stope of Flowpath (%)t-SC — QQy L = Length of Basin (ft) V = • Rfi2/3 (7^; R(i= Assumed Hydraulic Radius Based onn YIOO^V = Average Velocity of Flow (ft/sec)La nd Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFtowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T^^:(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00NUtOSOSDMian DocaCrta\S<«m Wttor An«linMlPoit-D«wto|>m«nt RuB«BMn<1-N_25-YR_Oe<igfrSt»m.xlaPage 1 of 2Printed: 11/8Q017-1:59 PM
Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, 4:tc = T t-of + Tt-sc + Tt-cftc = Basin Time of Concentration (min)T]^ = Overland FkM (Sheet Flow) Travel Time (min)Ti<c = Shallow Concentrated Flow Travel Time (min)T|<) = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T,<f=Basin Shallow Concentrated Flow Travel Time, Tuc =Basin Channelized Flow Travel Time, T^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rtlnftll Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =5.59 min0.00 min4.96 min10.56 min10min15 min2-46 in/hr1.89 in/hrBasin Design Rainfall Intensity, i =2.39 in/hr<2pC'iAQp = Basin Peak Flow Rate (ft3/sec or cfe)C'= Basin Adjusted RunoffCoeflidentBasin Adjusted Runoff Coefficient, C'= 0.87Basin Rainfall Intensity, i = 2.39 in/hrBasin Area, A = 1.467 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =3.06 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc= Basin Time of Concentration (min)Basin Time of Concentration, tc= 10.56 minBasin Peak Flow Rate, Qp = 3.06 t^/sec, y:^.^ -'::^:Qp = Basin Peak Flow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rp =1,938.37 cfN:B»05025\D»gn DoalCtkatStom Wttar Analy»alPosWw«]o(im«nt Runo»Baan01-N_25-YR,DMian-3tnrm.«taPage2of2Printed: 11/8/2017-1:59PM
n['flfln!;[if1011uIII]u11uuuu,« MorrisoniMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-0-25 Year Design Storm FrequencyDesign Storm Fnquency = | 25 | Yean(Enter WQual, 2.5,10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents from appropriate tables.SurfaceDescriptionArea.ARunoffArea, A CoefficientWeightedRunoff FrequencyCoefficient' FactorCxACommercial Property28,984U.bbS~owU.&82C»d0.89Adjusted RunoffCoefficientC' = C»<i x C,xCf .C»aXC,s1.00 C'XA1.100.980.98Totals28,984 0.6650.5920.6510.651Weighted runoff coefficient, C^s= I.C/^ I £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 TUI = Overland Flow (Sheet Flow) Travel Time (min)Tc-of = <.i/-, S = Slope of Flow Course (%)C = Rational Method Runoff Coeffident^1/3L= Length of Basin (ft)Cf = Frequency Adjustment FactorDescription of Overland Flow CourseSheet Flow-Asphalt SurfaceLength ofFlowpath(ft)223Slope ofFlowpath(%)1.SORunoffCoefficient0.95FrequencyFactor1.10Travel Time2.3TTotalsChannelized Flow Travel Time:2231.80(Average)2.30L T,<(= Channelized Flow Travel Time (min) i <o</<\2/3 / c \ 1/2 n = Manning's Roughness Coeffident S=/ = 60^ L = Len9th °f Basin (ft> v = ^^~{^\ f^y A ° cross-Sectional Area of Channel Flow (ft2)Vs Average Velocity of Flow (ft/sec) " ^ ^ ^ ^ P=Wened-Perin^-^ Slope of Flowpath(%)Description of Channelized Flow PathLength ofFlowpath(ft)Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter(%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)Totals0.00(Average)0.00(Average)0.00(Average)0.00(Average)0.000.00(Average)Shallow Concentrated Flow Travel Time:L T]<, = Shallow Concentrated Flow Travel Time (min)c~"t': = 60V L = Lenath of Basin (ft) v = —— RiiV == Average Velocity of Flow (ft/sec)1/2 n = Manning's Roughness Coefficient S=JL.^/} 2/3 f-^-y R|| = Assumed Hydraulic Radius Based onStopeofFlowpath(%)Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T«c(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00NB«05<K5Un»i DoaCltaBtam Wt»r Anal»ae*Po»l-Dn<k>piim< Runo»eaam<1-0_25-YR_DMigi^Sbnn.xlnPage1of2Printed: 11/8a017-5:23PM
, Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, 4:tc=Tt-of+Tt-sc+Tt-cfl'3V?c»S91^!<;= Basin Time of Concentration (min)Ttd = Overland Flow (Sheet Flow) Travel Time (min)Basin Overland Flew (Sheet Flow) Travel Time, T(<( 'Basin Shallow Concentrated Flow Travel Time, Ti<c=Basin Channelized Flow Travel Time, ~[^=Basin Time of Concentration, t<; =Calculation of Peak Flow Rate:Rainfall Intensity Linear IntetpolatlonUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =2.30 min0.00 min0.00 min2.30 min5 min10 min'3.83 in/hr2.46 in/hrBasin Design Rainfall Intensity, I =3.83 jn/hr<3p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i = 3.83 in/hrBasin Area, A = 0.665 acresi == Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =2.49 cfsRp = 60tc • QpCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc s Basin Time of Concentration (min)Basin Time of Concentration, tc = 2.30 minBasin Peak Flow Rate, Qp = 2.49 ft/seeT(<; = Shallow Concentrated Flow Travel Time (min)T«( = Channelized Ftow Travel Time (min)^'-MSQp = Basin Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rp =343.22 cfN:12805l025lDui>)Dot*Ci*3lSlomi Water AtUl»st<»'oat<h>»k>|»n««Runoft8>iin<11<)_25-YR_D«sian-Slofm.xluPage 2 of 2Printed: 11/8/2017-5:23PM
nnf;r111T1I]~1Ifi.u[](iI!rLjuu[1u, Morrisoni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K, 1-L, 1-N, & 1-0 - 25 Year Design Storm FrequencyDeaign Storm Frequency = | 25 | Yean(Enter WQual, 2,5,10, 25,50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.RunoffSurfaceDescriptionSubbasins 1-K & 1-LArea, AArea, A CoefficientWeightedRunoffCoefficientSubbasin 1-NSubbasin 1-0Totals6!i,6Bb-63,915-28,984158,565T:507--~QST1.4670.790.6653.6400.89CxAT309"1.1630.5923.0640.84Adjusted RunoffFrequency CoefficientFactor C" = C^ x C,,dXC( -C«rtXC,£l.OO C'xA1.100.930.933.3703.370Weighted Nnoff coefficient, C^ = £C|A| / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:./z Tuf= Overland Flow (Sheet Flow) Travel Time (min)Tc-of = ^/, / S = Slope of Flow Course (%)C = Rational Method Runoff Coefficients1/3L = Length of Basin (ft)C) = Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength ofFlowpath(ft)223Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,1.800.95TW~JWTotals2231.80(Average)2.30Shallow Concentrated Flow Travel Time:L T,.K = Shallow Concentrated Flow Travel Time (min)= 60^ L ° Len9th of Ba8i" (ft>V = Average Velodty of Flow (ft/sec)v1.486n-Rh2/31/2 n = Manning's Roughness Coefficient^\lli R::w Rn=S'SlopeofFlowpathfX.)Assumed Hydraulic Radius Based onLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T,.,,:(ft/sec) (min)0.00(Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impacl development water quality storage routing calculations.Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-0(25-Year Release Data)BasinArea(acres)0.000(Average)0.000(Average)0.000(Average)0.00Runoff Volume to Design Dwell TimeCoefficient be Retained Release Rate TBR(ft3/sec) (min)I 0.665 | 0.98 | 1,208 |1.U311 a.62Totals0.6650.981,2081.0319.62(Average)(Total)(Average)N:Q805U2aD«»gn DoalOtolStom] W»if fmlyxsVoa-DwitopmWt RunofltC<in*in»dfl«ain<1^-0_25.YR_0«ign.StamjiluPage1of2Printed: I1/9;2017-10:12 AM
^MomsonMaierle•fl»<1t*tt tJtny&Tt pl,Channelized Flow Travel Time:.,_Lt-cf = 607Tu = Channelized Flow Travel Time (min)L= Length of Basin (ft)V = Average Velocity of Flow (ft/sec)v1.486,1/2 n = Manning's Roughness Coeffident2/3/ ^ ^1/2 n ° IA = Cross-Sectional Area of Channel Flow (ft2)" ^-^ ^l00^ P=Wened-PerinS=SlopeofFlowpath(%)Description of Channelized Flow PathPipeP-1-WLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft2) (ft)181.000.0150.29Average Travel TimeVelocity T,o(Wsec) (min)1.373.49u.saTotals1.00(Average)0.020.291.373.490.09(Average)(Average)(Average)(Average)DETERMINA TION OF BASIN PEAK FLOW RA TE & RUNOFF VOLUMEBasin Time of Concentration, tc:tc= Basin Time of Concentration (min)"-sc "f l[~iT|<( = Overland Flow (Sheet Flow) Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, Ti<f = 2.30 minBasin Shallow Concentrated Flow Travel Time, T«; = 0.00 minBasin Runoff Storage Facility Dwell Time, TBR = 19.62 minBasin Channelized Flow Travel Time, T^ = 0.09 minT,^ = Shallow Concentrated Flow Travel Time (min)T«( = Channelized Flow Travel Time (min)Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =22.00 min20min25 min'1.58 in/hr1.37 in/hr1.49 in/hrQ, = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfe)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.93Basin Rainfall Intensity, i = 1.49 in/hrBasin Area, A = 3.640 acresi== Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =5.03 cfsCalculation of Peak Runoff Volume:Rp= Basin Peak Runoff Volume (ft' or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, (,= 22.00 minBasin Peak Flow Rate, Qp= 5.03 ft'/sec•K-'sSSQp = Basin Peak Flow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rn =6,635.83 cfN:i2805<!2aDM»iO<>calC«la\Stom Water AfUl»aeaV>oal^»»loprm>fltRunofftC<>robin«iia«iin414<<)_25-YFi.O<lign.SU(mjilaxPage2of2Printed: 11/9/2017-10:12 AM
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pl*n"^tRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-P - 25 Year Design Storm FrequencyDeaign Storm Frequency = | 25 | Year*(Enter WQual. 2,5.10,25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for mnoff coefficients from appropriate tables.SurfaceDescriptionUommeraa] propertyArea,A(ft2)16.W2RunoffArea, A Coefficient(acres)WeightedRunoff FrequencyCoefficient FactorU.3U1~QWCxA-0.339Adjusted RunoffCoefficientC' = C»a x C,Cwd X C( • C^ x C, s 1.00 C" X A0.891.100.980.98Totals16,602 0.3810.3390.3730.373)l'Weighted runoff coefficient, C«, = ECjA, / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 Ttoi = Overland Flow (Sheet Flow) Travel Time (min)Tc-of = — '- — ^jy —'- — s = Slope of Flow Course (%)C = Rational Method Runoff Coefficients1/3L= Length of Basin (ft)C, = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactorDescription of Overland Flow Course0.281.103.01Overiand Flow-Turf51.SOOveriand Flow - Sidewalk51.500.951.100.37Sheet Flow - Asohalt & Concrete981.500.951.101.62(Average)Channelized Flow Travel Time:L T,d ° Channelized Flow Travel Time (min)/ = 607 L;; Len8'h °' Basin (ft)V = Average Velocity of Flow (ft/sec)v,2/3/ „ ^ 1/2 n = Manning's Roughness CoeffidentA = Cross-Sectional Area of Channel Flow (ft2)" ^ ^ ^ p=lS°SlopeofFlowpath(%)Description of Channelized Flow PathLength ofFlowpath(ft)Slope of Manning's X-SectionalFlowpath Roughness Flow Area(%) Coefficient (ft')Totals0.00(Average)0.00(Average)0.00(Average)WettedPerimeter(ft)0.00(Average)Average Travel TimeVelocity T^f(ft/sec) (min)0.000.00(Average)Shallow Concentrated Flow Travel Time:L T,»;" Shallow Concentrated Flow Travel Time (min)r-SC — ^y L = Length of Basin (ft)60VV " Average Velodty of Flow (ft/sec)1/2 n s Manning's Roughness Coefficient1, ^ I486 ^^2/3 (.^.Y R^ = Assumed Hydraufc Radius Based on" ^100^ Land Use/Flow Regime (ft)&BSS=SlopeofFlowpath(%)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T^c(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00N:B605<125\DMi»i DocalC.«lc3\Stan V»«IBrAiMlyses\P<»t-DMk>im»nt Ri»KllB««n-(l)-P_25-YR_D»iian-Storm.xkxPage 1 of 2Printed:11/9/20l7-3:49PM
Morrisoni Maierleturwyoll p)*-:r+:iDETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFFVOLUMEBasin Time of Concentration, *c:tc = Tt-of + Tt-sc + Tt-c[-«»'tc= Basin Time of Concentration (min)TM = Overland Flow (Sheet Flow) Travel Time (min)T|» = Shallow Concentrated Flow Travel Time (min)Tt<< = Channelized Ftow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, ~[^=Basin Shallow Concentrated Flow Travel Time, T^: =Basin Channelized Flow Travel Time, T«( =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value sLower Rainfall Intensity Value s500 min0.00 min0.00 min5.00 min5 min10mm3.83 in/hr2.46 in/hrBasin Design Rainfall Intensity, i =3.83 in/hrQvC'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C'= Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C's 098Basin Rainfall Intensity, i= 3.83 in/hrBasin Area, A = 0.381 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.43 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft' or cf)tcs Basin Time of Concentration (min)Basin Time of Concentration, tc s 5.00 minBasin Peak Flow Rate, Qp= 1.43 ft3/sec..-p*tQp = Basin Peak Flow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rp =428.29 cfN:l2<05<125C«ian Dota\C«lcslSUmi W«l«rAiulyi«»IPost.O«»k>|»!»nt Runol»8<ah<1-P_25.YR_De»an-Slorm.xtaPage2of2Printed: 11/9ff0l7-3:49PM
f;nnr[ifi(1[I[II)u[1!1LIuuuMorrisonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K, 1-L, & 1-N thru 1-P • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(EntoWQual, 2,5,10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.Surface Area. ADescription (ft )Subbasins 1-K, 1-L, 1-N, & 1-01 158,565RunoffArea, A Coefficient(acres)WeightedRunoffCoefficientFrequencyFactorSubbasin 1-P16,6023.64U0.381~OM~-089~3 A~~0339~0.851.10,xC,Adjusted RunoffCoefficientC' = C«d x C,C»dXC,£l.OO C'xA0.930.93Totals175,1684.0213.4033.7433.743Weighted Nnoff coefficient, C«<i;s £C^j / Zaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:1/2 'l'i<( = Overland Flow (Sheet Flow) Travel Time (min)TC-of51/3S=SlopeofFlowCouree(%)C = Rational Method Runoff CoeffidentL= Length of Basin (ft)Ci = Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength of Slope of RunoffFlowpath Flowpath Coefficient(ft) (%)Frequency Travel TimeFactor T,2231.800.95T10"~uo~Totals2231.80(Average)2.30Shallow Concentrated Flow Travel Time:L T]^; = Shallow Concentrated Flow Travel Time (min)Tt-SC = QQy L = Length of Basin (ft) VV = Average Velocity of Flow (ft/sec).• 31/2 n = Manning's Roughness Coeffident S = Slope of Flowpath (%)l-w6-Rn2/l (-;\" R» - Assumed Hy*aulio Radius Based on~,~R^"[^ooiAssumed Hydraulic Radius Based onLand Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity Ti.,c(ft/sec) (min)Totals0.00(Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impact development water quality storage routing calculations.0.000(Average)0.0000.0000.00(Average) (Average)IILocation of Low-lmpact DevelopmentStorm Water Runoff Storage FacilityBasinArea(acres)Runoff Volume to Design Dwell TimeCoefficient be Retained Release Rate TBRt3) (ft3/sec) (min)Subbasin1-0(25-Year Release Data) | 0.665 | 0.980.98(Average)Totals0.6651.<iU81.208(Total)1.U31.03(Average)19.6219.62NB«OM25UMi»i Do«C*a\Stonn Wttor AmlyanVoitOenlopmnt RunoffiC<imbln«<lflum<14<-P_25-YR._DnafrStoimjdnPage1of2Printed: 11/9/2017-4:53PM
Morrisoni Maierlet^rtircn p<*"n«-t . t(.»11itttChannelized Flow Travel Time:L ^^ = Channelized Flow Travel Time (min)/ = 6W L = Len9th °'Basi" (ft)V = Average Velodty of Flow (ft/sec)vit1.486y"-1/2 n = Manning's Roughness Coeffident.2/3/ ^ ^1/2 n= Manning'sA = Cross-Sectional Area of Channel Flow (ft2)" W \.10°7 p^iS=SlopeofFlowpath(%)Description of Channelized Flow PathPipe P-1-WLength ofFlowpath(ft)18Slope of Manning's X-Sectionat WettedFlowpath Roughness Flow Area Perimeter(%) Coefficient (ft?) (H)Average Travel TimeVelocity T)(ft/sec) (min)1,000.0150.291.373.49~ow481.00IKilil(Average)0.015liXiH(Average)0.94FFH(Average)2.44E@I(Average)5.32E1RI(Average)0.150.24DETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, t,::tc == Tt-of + T,-sc + Tt-cf•^.tc= Basin Time of Concentration (min)T|<( s Overland Flow (Sheet Flow) Travel Time (min)K«3^ '';:S'PS*3" -S?3S®3K-',, ;•;R"'T|«: = Shaltow Concentrated Flow Travel Time (min)T(<( = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<( =Basin Shallow Concentrated Flow Travel Time, ~!^ =Basin Runoff Storage Facility Dwell Time, TBR =Basin Channelized Flow Travel Time, TM( =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolttlonUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =2.30 min0.00 min19.62 min0.24 min22.15 min•^20min= 1.58in/hr25min= 1.37 in/hr1.49 in/hr(?p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' :s 0.93Basin Rainfall Intensity, i= 1.49 in/hrBasin Area, A = 4.021 acresi ° Rainfall Intensity (in/hr)A s Basin Area (acres)Basin Design Peak Flow, Qp =5.56 cfsRy = 60t, • QpCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or rf)tc; Basin Time of Concentntion (min)Basin Time of Concentration, tc= 22.15 minBasin Peak Flow Rate, Qp = 5.56 ft3/secQp = Basin Peak Ftow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rn =7,389.51 cfNH60M2aDMianOoalCata\SUmWtUfAnal»i«V>oal-D>i»topm«ntRunonCombin»i-Baiin<1-K-P_25-YR_DMi»)-Stomjifa«Page 2 0(2Printed:11/9B017-4:53PM
tnr:fl[.!i[j[i[]nDu[iD[11uuuuMom'soni Maierle'iWyQD pt*'">fftRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-Q • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2,5.10, 25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.RunoffWeightedRunoff FrequencySurfaceDescriptionArea, AArea, A CoefficientCxACommercial Property23,550U.S41u.uaU.4U1Coefficient0.89Factor1.10Adjusted RunoffCoefficientc'=c»,,xc,jXCf <C«aXC,Sl.OO C'XA0-980.98Totals23,550 0.5410.4810.5290.529Weighted runoff coefficient, C^s= £C^ / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j\ BASIN TIME OF CONCENTRATIONiOverland Flow (Sheet Flow) Travel Time:1/2 '1'iof= Overiand Flow (Sheet Flow) Travel Time (min)7-t-,of^1/3S=SlopeofFlowCouree(%)C = Rational Method Runoff CoefficientL== Length of Basin (ft)G( = Frequency Adjustment FactorLength ofFlowpath(ft)Slope of RunoffFlowpath CoefficientFrequency Travel TimeFactor T,.o(Description of Overland Flow Course1.500.28Overland Flow - Turf1.108.204051.500.95037Overland Flow - Sidewalk1.10Sheet Flow - Asphalt & Concrete431.500.951.071.10It:(Average)Channelized Flow Travel Time:L T,^ = Channelized Flow Travel Time (min)/ = wv L = Len9th °f Bas"1 (ft)V = Average Velocity of Flow (ft/sec)1/2 n = Manning's Roughness Coeffident2/3 / ^ ^1/2 n=: Manning s iy = ^1^1 (21 f —) A = Cross-Sectional Area of Channel Flow (ft2)" ^p</ v'100^ P = Wetted-PerinS=SlopeofFlowpath(%)Description of Channelized Flow PathLength ofFlowpath(ft)Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter(%) Coefficient (ft2) (ft)Average Travel TimeVelocity T,<,(ft/sec) (min)TotalsShallow Concentrated Flow Travel Time:0.000.000.000.000.000.00(Average) (Average) (Average) (Average) (Average)L T,<:= Shallow Concentrated Flow Travel Time (min) / ^ \ 1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)' = 601^ L s: l-en9th of Basln ^ v = _ Ri2/3 i'^} Rh;: Assumed Hydraulic Radius Based onV=Averaae Velodtv of Flow (ft/sec) " ^ /Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (H)Average Travel TimeVelocity Tf^c(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00N:l2805<l25UMi»iDo»ICak3lStomiWat«Ana!yie*Poal{]n«lopimntRunoflBaih-01<l_25-YR_De«sn-Stmi.xb»Page 1 of 2Printed: 11/9/20)7-6:46PM
, Morrisoni MaierleDETERMINA TION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, te: ,.„»,:tc= Basin Time of Concentration (min)k-sc ~t~ i t-cjTM = Overiand Flow (Sheet Flow) Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|^ = 9.65 minBasin Shallow Concentrated Flow Travel Time, T|<: = 0.00 minBasin Channelized Flow Travel Time, T|<, = 0.00 minTi<c= Shallow Concentrated Flow Travel Time (min)Tio = Channelized Flow Travel Time (min)Basin Time of Concentration, t<; =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =9.65 minA-^-y.'.^^i5 min10 min3.83 in/hr2.46 in/hrBasin Design Rainfall Intensity, I =2.55 in/hr<2p = C'iAQp s Basin Peak Flow Rate (ft'/sec or cfs)C'= Basin Adjusted RunoffCoeffidentBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i!s 2.55 in/hrBasin Area, A = 0.541 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.35 cfsfip = 60t, . (?pCalculaUon of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, t;= 9.65 minBasin Peak Flow Rate, Qp= 1.35 ft^/secBasin Peak Runoff Volume, Rp = 781.86 cfii-^sNiSjQp = Basin Peak Flow Rate (ft'/sec or cfs)N:\2e05lC25(C»si>i DoalCdalStxm Wain AiulyiMViMI-Owatopmmt RunonB<ih-01 ^2S.yR.Dnian-Stam.xlixPage2of2Printed:11/9QO)7-6:46PM
0n[:^T[[I;flr'L[;Dr1.[jDu, Morrisoni Maierle**i»n**n • tuiwyon pltftiwiRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K, 1-L, & 1-N thru 1-Q • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Year*(Enter WQual. 2.5.10,25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionSubbasins1-K,1-L,&1-N-1-PArea, ARunoffArea. A CoefficientSubbasin 1-Q1/S,1b823,5504.UZ1-054f~oW~OS9~CxA~3M3~-048TWeightedRunoffCoefficient0.85FrequencyFactor1.10Adjusted RunoffCoefficientC' = C»d X C,xC, <C»a xC.s1.DO C'xA0.940.94Totals198,7184.5623.8844.2724.2721'Weighted mnoff coefficient, C^,= SCjA, / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j\BASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:T^f= Overland Flow (Sheet Flow) Travel Time (min)'N S = Slope of Flow Course (%)C = Rational Method Runoff Coefficient7-t-,of^1/3La Length of Basin (ft)C( = Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength of Slope of Runoff Frequency Travel TimeFlowpath Flowpath Coefficient Factor T,^,((ft) (%)2231.80~oas~T10"~JWTotals223Shallow Concentrated Flow Travel Time:1.80(Average)2.30-,..^.:3SSffiteKgfe'g5^iL T|<; = Shallow Concentrated Flow Travel Time (min) / ^ ^1/2 n = Manning's Roughness Coefficient S = Stope of Flowpath (%)= 607 L = Len9th of Basin <ft' v °a! —^s"2/3 (7^1 Rl] = Assumed Hydraulic Radius Based onV= Average Velocity of Flow (ft/sec) " v -/ Land Use / Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(%) Coefficient (ft)Average Travel TimeVelocity T,.,,:(ft/sec) (min)Totals0.000.0000.0000.000(Average) (AwragejStorm Water Runoff Storage Facility Dwell Time Before Release:Vafues obtained from low-impact development wafer quality storage routing calculations.(Average) (Average)Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-0 (25-Year Release Data)Runoff Volume to DesignCoefficient be Retained Release RateBasinArea(acres)0.665 | 0.98 | 1,208 |(ftj/sec)1.03Dwell TimeTBR(min)±19.62Totals0.6650.98(Average)1,208(Total)1.03(Average)19.62N'l2tOW2aO«*yD<xalCalulS»»mW»l«»nal»aMlPo*4)m»k)p«wtRurB»C<imliin«<l-Ba»-01-)<-Q_25-YR_D<iian.StomijdMPage 1 of 2Printed: 11/9/2017-7:00PM
, Morrisoni MaierleChannelized Flow Travel Time:L T(<( = Channelized Flow Travel Time (min)/ = 60V L = Lensth of Basi11 (ft)V = Average Velodty of Flow (ft/sec)»^WSXfsiv ' " =-yw;-',2/3/ , ^1/2 n= Manning's Roughness Coefficienti = Cross-Sectional Area of Channel Flow (ft2)= Wetted-Periment of Ftow Channel (ft)"'s,2/3/ , ^1/2 n= Manning's Roughness CoefficientI/ ^ ±Z^ (2) (__ ] A = Cross-Sectional Area of Channel Flow (ft2)n \P] \100/ p^S=SlopeofFlowpath(%)Description of Channelized Flow PathPipe P-1-WLength of Slope of Manning's X-Sectional Wetted Average Travel TimeFlowpath Flowpath Roughness Flow Area Perimeter Velocity(ft) (%) Coefficient (ft2) (ft) (fUsec) (min)1B1.UUU.U15U.ffl1.J/•).4yu.uyPipe P-1-T481.0000150.942.445.320.15Pipe P-1-RTotals2513170.500.83(Average)00140.01(Average)1.270.84(Average)2.902.24(Average)4.364.39(Average)0.961.20DETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, 4:tc = Tt-of + TC-SC + Tt-cf.--Jt; = Basin Time of Concentration (min)TK< = Overland Flow (Sheet Flow) Travel Time (min)T(<: = Shallow Concentrated Flow Travel Time (min)Tt<(= Channelized Fkiw Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, T,^:Basin Shallow Concentrated Flow Travel Time, T^csBasin Runoff Storage Facility D»vell Time,TBR =Basin Channelized Flow Travel Time, T|<| =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =2.30 min0.00 min19.62 min1.20 min23.11 min-33'20 min --25min1.58in/hr1.37inftr1.45 in/hr<2p = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.94Basin Rainfall Intensity, i = 1.45 in/hrBasin Area, A = 4,562 acresi = Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =6.18 cfsRy = 60t<, • QyCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc = Basin Time of Concentration (min)Basin Time of Concentration, tc= 23.11 minBasin Peak Flow Rate, Qp^ 6.18 S/see:^ ^Qp = Basin Peak Ftow Rate (ft'/aec or cis)Basin Peak Runoff Volume, Rp =8,561.37 cfNat09fl290Mi») DocalCatalStomi WatarAn«l|arilPoat<n«lo|>n»nt RunoftCiimbi]»d-8»iin«-K^_25.YR_DMi8n-StiiTmjilsxPage 2 of 2Printed: 11/9tt017-7:00PM
nr[:nflI:nfi[11;uIj[1u[juli[J,£ MorrisoniMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-R • 25 Year Design Storm FrequencyDesign Storm Frequency2FJ Yean(Enter WQual, 2.5,10, 25, 50, or 100)\DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from approphate tables.SurfaceDescriptionCommercial PropertyArea, A(ft')S2,i2'3RunoffArea, A Coefficient(acres)WeightedRunoff Frequency0.742~QWCxAu.wuCoefficient0.89Factor1.10Adjusted RunoffCoefficientC' = C«<j x C,:»dXCi >C«aXCi£l.OO C'xA0.980.98Totals32,325 0.7420.6600.7260.726tWeighted runoff coefficient, C^ = SCjAj / Eaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:1/2 T|^ s Overiand Flow (Sheet Flow) Travel Time (min)Tc-of = pi/, S = Slope of Flow Course (%)C = Rational Method Runoff Coefficients1/3L = Length of Basin (ft)G( = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfOi/erland Flow - SidewalkLength ofFlowpath40Slope of Runoff Frequency Travel TimeFtowpath Coefficient Factor T,^,)(%) C C, (min)TTM"1.500.28"O^T1.101.10B.lb0.37Sheet Flow-AsphaltS Concrete | 52Channelized Flow Travel Time:L T]<( = Channelized Flow Travel Time (min)Tt~~cf = 60V L ° Len9th °f Basin (ft)1.50(Average)0.951.101.17'-^^^-1/2 n = Manning's Roughness CoeffidentV = Average Velodty of Flow (ft/sec)2/3/ ^ ^1/2 n=I/ = .t2^ f 2) f -_ ] A = Cross-Sectional Area of Channel Flow (ft2)" ^p^ ^100^ P=Wetted-PerirS»SlopeofFlowpath(%)Description of Channelized Flow PathCurb & GutterLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(ft) (%) Coefficient (ft)Average Travel TimeVelocity T(<((fUsec) (min)228~QS5~0.016-0:92-~9W1.732.20TotalsShallow Concentrated Flow Travel Time:2280.800.020.929.691.732.20(Average) (Average) (Average) (Average) (Average)L T,^c = Shallow Concentrated FkM Travel Time (min) / ^ ^1/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)Tt~sc=^QV L= Length of Basin (ft) v =l:—R,213(-^\ Rns Assumed Hydraulic Radius Based onV = Average Velocity of Flow (ft/sec)Land Use / Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity T|.,<;(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00lifSKSSCaSCMw D<xrtC«lca\Stsm Water AiulyaUU'oal-Dndopmmt Runi(WMh<1-R_25-YR_OMi»)^tnlula»Page1of2Printed: 11/10/2017-9:59 AM
MorrisonMaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, t<;:tc = Tf-of + Tt-,c + Tt-cftc = Basin Time of Concentration (min)T|« = Overiand Ftow (Sheet Flow) Travel Time (min)T(<; = Shallow Concentrated Flow Travel Time (min)TM = Channelized Flow Travel Time (min)Basin Overland Flow (Sheet Flow) Travel Time, T|<( ;Basin Shallow Concentrated Flow Travel Time, T|<: =Basin Channelized Flow Travel Time, T|<( =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rsinfsll Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =9.70 min0.00min2.20 min11.90 min10min15 min2.46 jn/hr1.89 inrtirBasin Design Rainfall Intensity, i =2.24 in/hr<?p = C'iAQp = Basin Peak Flow Rate (ft'/sec or cfs)C'= Basin Adjusted RunoffCoeffidentBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i= 2.24 iiVhrBasin Area, A = 0.742 acresi= Rainfall Intensity (in/hr)A = Basin Area (acres)Basin Design Peak Flow, Qp =1.63 cfsCalculation of Peak Runoff Volume:Rps Basin Peak Runoff Volume (ft3 or d)tc = Basin Time of Concentration (min)Basin Time of Concentration, t<;= 11.90 minBasin Peak Flow Rate, Qp= 1.63 ft^/secQp' Basin Peak Flow Rate (ft'/sec or cis)Basin Peak Runoff Volume, Rp =1,162.88 cffJN;\2«)5U25n»ign DoalCAsBteim Wttar AntlysMlPost^mdopiimit liinofW««h41-R_25-YR_D««gn^tomulnPage2of2Plinted: 11(10/2017.9:59 AM
r•nnpfl(icTucu!!uuu[jMorrisonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K, 1-L, & 1-N thru 1-R • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Year*(Enter WQual, 2,5,10.25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefRdents from appropriate tables.Surface Area, ADescription (ft')ISubbasins 1-K, 1 -L, &T-N^T-Q]198.718RunoffArea, A Coefficient(acres)WeightedRunoff FrequencyCoefficient FactorAdjusted RunoffCoefficientC = Ciufi x CjSubbasin 1-R32,3254.5620.742~OW0.89CxA-3.884xC, s 1.00 C'xA0.6600.861.100.940.94Totals231,0435.3044.5454.9994.999i.'Weighted runoff coefficient, Cu, = £C|AJ / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 Ttn, = Overland Flow (Sheet Flow) Travel Time (min)Tc-of = pin S = Slope of Flow Course (%)C = Rational Method Runoff Coefficient^1/3L= Length of Basin (ft)C, = Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength ofFlowpath(ft)223Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor1.80~oWTio~~~230~TotalsShallow Concentrated Flow Travel Time:2231.80(Average)2.30s s8..s'®;«%^L T|<;» Shallow Concentrated Flow Travel Time (min) / <• \i/2 ns: Manning's Roughness Coefficient S = Slope of Flowpath (%)Tt-sc=60^ L = Length of Basin (ft) I/= ll^fi,,2/3 [-1-V R|, » Assumed Hydraulic Radius Based on"V = Average Velocity of Flow (ft/sec)Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity Tt.se(ft/sec) (min)Totals0.00(Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained horn low-impact development water quality storage routing calculations.Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-0 (25-Year Release Data)TotalsBasinArea(acres)0.000(Average)0.000(Average)Runoff Volume to DesignCoefficient be Retained Release Rate(ft3) (ft3/sec)0.665 | 0.980.6650.98(Average)1.WS1,208(Total)1.TO1.03(Average)0.000(Average)Dwell TimeTBR(min)ia.b-i19.620.00NB805U251D«>»1 DoatCArtSUm Wala'AiulyaealPoal-Onalopinnit RunoffiCombin«l-B«iin<l-X-R^25-YR_DniBn-Stom,«luPage 1 of 2Printed: 11/10/2017-10:39 AM
tMorrisonMaierleChannelized Flow Travel Time:.=-Lt-cf=60VT|<( = Channelized Flow Travel Time (min)L= Length of Basin (ft)V = Average Velocity of Flow (ft/sec)v2/3/ ^ Y 1/2 n= Manning's Roughness Coefficient1^(A:Y~(^-n \P] \100}A = Cross-Secfenal Area of Channel Row (ft2)P = Wetted-Periment of Flow Channel (ft)S=StopeofFlowpath(%)Length of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area PerimeterDescription of Channelized Flow PathPipeP-l-W~wToo"Coefficient0.015~oWAverage Travel TimeVelocity T,^;((ft/sec) (min)T3T3.490.09Pipe P-1-T481.000.0150.942.445.320.15Pipe P-1-R251"0.500.014T27"250T360.96Pipe P.1-QTotals2805970.750.81(Average)0.0140.01(Average)1.190.93(Average)2.782.37(Average)5174.590.902.10(Average)DETERMINA TION OF BASIN PEAK FLOW RA TE & RUNOFF VOLUMEBasin Time of Concentration, tc: gtc = Basin Time of Concentration (min)t-scTM= Overland Flow (Sheet Flow) Travel Time (min)Basin Overiand Flow (Sheet Flow) Travel Time, J^ = 2.30 minBasin Shallow Concentrated Flow Travel Time, Ti<ca 0.00 minBasin Runoff Storage Facility Dwell Time, TBR = 19.62 minBasin Channelized Flow Travel Time, ~[^i= 2.10 minT,<c = Shallow Concentrated Flow Travel Time (min)T^ = Channelized Flow Travel Time (min)Basin Time of Concentration, t<: =Calculation of Peak Flow Rate:Rslntsll Intensity Linear InterpolstionUpper Rainfall Intensity Value =Lower Rainfall Intensity Value EBasin Design Rainfall Intensity, i =24.01 minm•yi20 min =25 min =1.58inrtir1.37inrtir1.41 in/hrQv = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C'" Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 094Basin Rainfall Intensity, i = 1.41 in/hrBasin Area, A = 5.304 acresi = Rainfall Intensity (in/hr)A » Basin Area (acres)Basin Design Peak Flow, Qp =7.04 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or d)tc = Basin Time of Concentration (min)Basin Time of Concentration, t<;= 24.01 minBasin Peak Flow Rate, Qp= 7.04 ft'/secQp = Basin Peak Flow Rate (ft'/sec or cfs)Basin PeaR Runoff Volume. Rn =10,135.98 cfNU605l02S\DM») OoalCata\Stomi Water AfUilflolPoil-Dnatopment Runo(nCombm«i-Baiin-l)1-K-R_25-YR_DMian-Stormj<luPage2of2Printed: 11/10/2017-10:39 AM
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iRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Development Subbasin 1-S - 25 Year Design Storm FrequencyYear*Design Storm Frequency = L 25(Enter WQual, 2,5,10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionCommercial PropertyArea. A-X702RunoffArea, A CoefficientWeightedRunoff Frequency0705"-0.89CxA~OMTCoefficient'0.89Factor1.10Adjusted RunoffCoefficientC'=C^xC,XC| .CirtXC,£l.OO C'XA0.980.98Totals30,702 0.7050.6270.6900.690Weighted runoff coefficient, C^a = SCjA, / Zaj where Cj is the adjusted runoff coeffident for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:y^yy^^swy,L/2 TU| = Overland Flow (Sheet Flow) Travel Time (min)Tc-of = — ^—^5—'-'• — S = Slope of Flow Course (%)C = Rational Method Runoff Coefficients1/3L= Length of Basin (ft)C, = Frequency Adjustment FactorDescription of Overland Flow CourseOveriand Flow - TurfLength ofFlowpath(ft)22Slope of RunoffFlowpath CoefficientFrequency Travel TimeFactor TiT50~~OW1.10(min)6.U3(Average)Channelized Flow Travel Time:L T,^< = Channelized Flow Travel Time (min) , ^n</,\z/3 / ^ \i/2 n = Manning's Roughness Coefficient S st~cf 60V L s Len9th °f Basi" (ft) v = _ (^) (7^;) A = Cross-Sectional Area of Channel Flow (ft2)V= Average Velocity of Flow (ft/sec) " ^ ^ ^l00^ P'Wetted-PerinS»SlopeofFlowpath(%)Description of Channelized Flow PathCurb & GutterLength ofFlowpath(ft)297Slope of Manning's X-Sectional WettedFlowpath Roughness Flow Area Perimeter(%) Coefficient (ft2) (ft)Average Travel TimeVelocity(ft/sec) (min)0.700-0161.0310.271.682.95TotalsShallow Concentrated Flow Travel Time:2970.700.021.0310.271.682.95(Average) (Average) (Average) (Average) (Average)L T|^= Shallow Concentrated Flow Travel Time (min) 1/2 n s Manning's Roughness Coefficient S=SlopeofFlowpath(%)Tt~s<:='60V L = Length of Basin (ft) ^ = II86 fl,^/3 ^-^-V R,, s Assumed Hydraulic Radius Based onn \100^V = Average Velocity of Flow (ft/sec)Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) CoefficientAverage Travel TimeVelocity Ti^c(ft/sec) (min)Totals0.00(Average)0.000(Average)0.000(Average)0.000(Average)0.00H'a»09{a50mv\ DoatC*s\Sk»m WiUf AiulowtPiMl-Omdopmwt Runol»B<»)41-S_25-YR.Deag«-3tomiA]tPage 1 of 2Printed: 11/10/20t7-2:42PM
Morrisoni MaierleDETERMINATION OF BASIN PEAK FLOW RATE & RUNOFF VOLUMEBasin Time of Concentration, 4:tc == Tt-of + 7't-sc + Tc-c{.»Jtc = Basin Time of Concentration (min)Tioi = Overland Flow (Sheet Flow) Travel Time (min)T|<; = Shallow Concentrated Flow Travel Time (min)T|<| = Channelized Flow Travel Time (min)Basin Overland Flew (Sheet Flow) Travel Time, Ti<fBasin Shallow Concentrated Flow Travel Time, T«c =Basin Channelized Flow Travel Time, T,^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rslnfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =6.03 min0.00 min2.95 min8.98 min5 min10min3.83 in/hr2.46 in/hrBasin Design Rainfall Intensity, i =2.74 in/hr<?p = C'MQp = Basin Peak Flow Rate (ft3/sec or cfs)C'= Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i = 2.74 in/hrBasin Area, A = 0.705 acresBasin Design Peak Flow, Qo =Calculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft or d)4 = Basin Time of Concentration (min)Basin Time of Concentration, tc = 8.88 minBasin Peak Flow Rate, Qp = 1.89 ft/seei" Rainfall Intensity (in/hr)A = Basin Area (acres)ffp = 60t<, • Qp',^.iw-'''i--:«- Qp = Basin Peak Flow Rate (ft'/sec or cfs)Basin Peak Runoff Volume, Rp=1,016.77 cffl:\2»)W25Uaign DoalCata\Stoim Wttor Aiial»«>alPMl-Owk>|>m«nt RuiufhB<an<)-Sj2S-yR_Otii.)n.3tonn.riuPage2of2Printed: 11/10/2017-2:42PM
n[]nnn?!nnr,u[J[1D[iuu[Jr MOI"r'l?oni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-K, 1-L, & 1-N thru 1-S • 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Yean(Enter WQual, 2,5,10,25,50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coeffidents from appropriate tables.RunoffSurfaceDescriptionSubbasins1-K,1-L,&1-N-1-RArea, AArea, A CoefficientWeightedRunoff FrequencyCoefficient' FactorSubbasin 1-S231,04330,7025.3040.7050.860.89CxA4.545Adjusted Run offCoefficientC'=C»,,xC,C»dXC, .C«aXC,<1.00 C'xA~os^~0.861.100.950.95Totals261,744 6.0095.1725.6895.6891Weighted runoff coefficient, C^ = £C|AJ / £aj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:L/2 T^ a Overiand Flow (Sheet Flow) Travel Time (min)_I7-c-of51/3S = Slope of Flow Course (%)C a Rational Method Runoff CoeffidentL = Length of Basin (ft)C( s Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength ofFfowpath(ft)223Slope of RunoffFlowpath Coefficient(%)Frequency Travel TimeFactor T,^,,1.806:951.10~JWTotalsShallow Concentrated Flow Travel Time:2231.80(Average)2.30•^ssxsuM&i^a&st:.L T|^= Shallow Concentrated Flow Travel Time (min) ^ ^^ / ^ vi/2 n = Manning's Roughness Coefficient S = Slope of Flowpath (%)'•-sc ~ 5o7 L = Le"9th °f Basin •ft' v = "'""" Kfi2/3 (7^ ) Rii= Assumed Hydraulic Radius Based onV=AveraaeVelodtvofFlow(ft/8ec> " \100^V = Average Velodty of Flow (ft/sec)Land Use/Flow Regime (ft)Description of Shallow ConcentratedFlow CourseLength ofFlowpathSlope of Manning's HydraulicFlowpath Roughness Radius(%) CoefficientAverage Travel TimeVelocity T,.,c(ft/sec) (min)Totals0.00(Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impact development water quality storage routing calculations.0.000(Average)0.000(Average)0.0000.00(Average)Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-0 (25-Year Release Data)TotalsBasinArea(acres)Runoff Volume to Design Dwell TimeCoefficient be Retained Release Rate TBR(n3/sec)0.665 | 0.98 I 1,268 ---11.030.6650.981,2081.03(min)18.6219.62(Average)(Total)(Average)NA2B05U25UMW1 DoalC«to\Stsrm Wttar AnalyiulPoitflmkipmmt Ri«un»C«*iw*Baain41-K-3_25-YR_DniafrSt«mjiiPage1of2Printed: 11/10/2017-3:+4PM
, MorrisoniMaierleChannelized Flow Travel Time:.A^_J_t-cf ~ 607Tt<f= Channelized Flow Travel Time (min)L= Length of Basin (ft)V = Average Velodty of Flow (ft/sec),2/3/ , ^1/2 n= Manning's Roughness Coefficientv = ^zrr (2. | (—) A = Cross-Sectional Area of Channel Flow (ft2)" ^ ^ ^loo'/ P = Wened-PerinS^SIopeofFlowpath(%)Description of Channelized Flow PathPipe P-1-WLength ofFlowpath(ft)18Slope of Manning's X-Sectional WettedFtowpath Roughness Flow Area Perimeter(%) Coefficient (ft2)Average Travel TimeVelocity(ft/sec) (min)1.00OW5~~ow1.^1d.Wu.uyPipe P-1-T481.000.0150.942.445.320.15Pipe P-1-R2510.500:0141.272.90-4-36-0.96Pipe P-1-Q2800.7500141.192.785.170.90Pipe P-1-PTotals3059030.500.750.0150.011.591.063.162.534.434.551.153.25(Average)(Average)(Average)(Average)(Average)DETERMINATION OF BASIN PEAK FLOW RATE & RUNOFFVOLUMEBasin Time of Concentration, tc:(c = Tt-of + 7'c-sc + Tc-cfMeBasin Overland Flaw (Sheet Flow) Travel Time, T^,Basin Shallow Concentrated Flow Travel Time, T,^Basin Runoff Storage Facility Dwell Time, T8RBasin Channelized Flow Travel Time, T|^ =Basin Time of Concentration, tc =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value sLower Rainfall Intensity Value ="~'9&'!3s:yv-': •-";tc = Basin Time of Concentration (min)Tto, = Overiand Flow (Sheet Flow) Travel Time (min)2.30 min-s;'"»msT,<: == Shallow Concentrated Fkiw Travel Time (min)T,<( s Channelized Ftow Travel Time (min)0.00 min19.62 min3.25 min25.16 minf""s!^?25min30min1.37 in/hr1.22 in/hrBasin Design Rainfall Intensity, J =1.36 in/hrQp = C'iAQp = Basin Peak Flow Rate (tf/sec or cfs)C'= Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C'= 0.95Basin Rainfall Intensity, i= 1.36 in/hrBasin Area, A = 6.009 acresi = Rainfall Intensity (Jn/hr)A s Basin Area (acres)Basin Design Peak Flow, Qp =7.74 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft3 or cf)tc= Basin Time of Concentration (min)Basin Time of Concentration, (,;= 25.16 minBasin Peak Flow Rate, Qp = 7.74 ft3/sec':::.£^s:&Qp = Basin Peak Flow Rate (fr'/sec or cfs)Basin Peak Runoff Volume. Rn =11,689.49 cfN;l2a)5U25\DMi»i DocalCatalSUm WM1 Aiul)a«*Po»t-On«k)|>mmt RuionCon]bin«l-Buin«^<^_25-']fR_Dngn-StimAxPage2of2Printed: 11/10/2017-3:44PM
nnnf111n[I[:D[IIID[juuuiS M°.''ri?oni MaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing | Post-Dev. Subbasins 1-A to 1-L and 1-N to 1-S - 25 Year Design Storm FrequencyDesign Storm Frequency = | 25 | Years(Enter WQual, 2,5,10,25, 50,or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionSubbasins1-AthNl-JArea. ARunoffArea, A CoefficientWeightedRunoff FrequencyI Subbasin 1-K to 1-L& 1-Nto1-S|286,312261,744T573~6.009~OWCxAb.UM-5?i72-Coefficient0.89Factor1.10Adjusted RunoffCoefficientC' = C»d x Ofx Ct -C^xC,<1.00 C'xA0.980.98Totals548,05712.58211.21112.33212.332Weighted runoff coeffident, C^ = ZCjA, / I:aj where Cj is the adjusted mnoff coefficient for surface type j and Aj is the area of surface type jBASIN TIME OF CONCENTRATIONOverland Flow (Sheet Flow) Travel Time:':aTt-of1.87(1.1 - C . C^)L1/2 ^3s1/3Tto, = Overiand Flow (Sheet Flow) Travel Time (min)S = Slope of Flow Course (%)C = Rational Method Runoff CoefficientL= Length of Basin (ft)C, = Frequency Adjustment FactorDescription of Overland Flow CourseSubbasin 1-0: Sheet Flow - Asphalt SurfaceLength of Slope of Runoff Frequency Travel TimeFfowpath Ffowpath Coefficient Factor T(^(ft) (%)2231.800.951.102:30"Totals 223Shallow Concentrated Flow Travel Time:L T,^;= Shallow Concentrated Flow Travel Time (min)^t-sc = ^77 L = Length of Basin (ft)1.80(Average)2.3060Vv •V = Average Velocity of Flow (ft/sec)1.486n-»„i/2 n = Manning's Roughness Coeffident' { " I RI, = Assumed Hydraulic Radius Based on\100/ Land Use/Flow Regime (ft)S=SlopeofFlowpath(%)Description of Shallow ConcentratedFlow CourseLength of Slope of Manning's HydraulicFlowpath Flowpath Roughness Radius(ft) (%) Coefficient (ft)Average Travel TimeVelocity Tj.si:(ft/sec) (min)Totals0.00(Average)Storm Water Runoff Storage Facility Dwell Time Before Release:Values obtained from low-impact development water quality storage routing calculations.0.000(Average)0.000(Average)0.000(Average)0.00a?Location of Low-lmpact DevelopmentStorm Water Runoff Storage FacilitySubbasin 1-0 (25-Year Release Data)TotalsTBasinArea(acres)~OM~0.665Runoff Volume to Design Dwell TimeCoefficient be Retained Release Rate TBRT-098~0.98(Average)T(ft3)"T208T1,208(Total)(ft-'/sec)ToT1.03(Average)T(min)19.6219.62It'aSOSWSDMW DoaCAaStomi WusrAnalyiMlPol-OMfapliimt RiinomCofflbh«<tBtMl-A-S_2S-YR.Dwaii^to!mjitaPage1of2Printed: 11/11/2017-10:16PM
Morrisoni Maierle»"^-Channelized Flow Travel Time:^.^__L607T|^| = Channelized Flow Travel Time (min)L= Length of Basin (ft)V = Average Velocity of Flow (ft/sec)vt/1 1/2 n = Manning's Roughness Coefficient486 fAV f-s-V A = Ctoss-Sectronai Area of Channel Flow (ft2)n \P; \100/ p=Wetted-Perin1.486.A.ap'saa^ss®- ..-•&'fe@asS=SlopeofFlowpath(%)Description of Channelized Flow PathPipe P-1-WLength of Slope of Manning's X-Sectional WettedFlowpath Flowpath Roughness Flow Area Perimeter(H) (%) Coefficient (ft2) (ft)181.000.0150.29Average Travel TimeVelocity(Wsec) (min)1.37s.wu.uaPipe P-1-T481.000.0150.942.445.320.15Pipe P-1-R2510,500.0141.272.904.36M6Pipe P-1-Q2800.750.0TTT19"^78--5jr~^wPipe P-1-P3050:50-0.015-~\wT16-4.431.15PipeP-1-024T50-~o.oWTiT-27T-67T0.06Pipe P-1-NTotals761,0032.111.05(Average)0.0150.015(Average)1.021.07(Average)2.582.56(Average)7.595.30(Average)-aiT-3.48DETERMINATION OF BASIN PEAK FLOW RATE S, RUNOFF VOLUMEBasin Time of Concentration, tc:tc = Basin Time of Concentration (min)t-of -r t-sc -r f-c/ ^ ^ g^^^ p^^ ^^^ p^ ^.^^ ^^ ^^Basin Overiand Flow (Sheet Flow) Travel Time, T|^ = 2.30 minBasin Shaltow Concentrated Flow Travel Time, T,<c= 0.00 minBasin Runoff Storage Facility Dwell Time, TBR = 19,62 minBasin Channelized Ftow Travel Time, TM( = 3.48 minT(«; = Shaltow Concentrated Flow Travel Time (min)T|^= Channelized Flow Travel Time (min)Basin Time of Concentration, t<: =Calculation of Peak Flow Rate:Rainfall Intensity Linear InterpolationUpper Rainfall Intensity Value =Lower Rainfall Intensity Value =Basin Design Rainfall Intensity, i =25.39 min'^25 min'30min'1.37jn/hr1.22 in/hr1.35 jn/hrQp = C'iAQp = Basin Peak Flow Rate (ft3/sec or cfs)C' = Basin Adjusted Runoff CoefficientBasin Adjusted Runoff Coefficient, C' = 0.98Basin Rainfall Intensity, i = 1.35 in/hrBasin Area, A = 12.582 awesi = Rainfall Intensity (in/hr)A = Basin Area (aaes)Basin Design Peak Flow, Qp =16.70 cfsCalculation of Peak Runoff Volume:Rp = Basin Peak Runoff Volume (ft' or cf)Rr = 60t'"'<?p tt.= Basin Time of Concentration (min)Basin Time of Concentration, 4= 25.39 minBasin Peak Flow Rate, Qp= 16.70 «/seeQ, = Bash Peak Flow Rate (ft3/sec or cfs)Basin Peak Runoff Volume, Rn =25,439.02 cfNi28<19fl29D«iifln OocalCrtalStomi Wttof Analyi«\Post-D«»k>pm«nt RunoffiCombiM<)<«ain41^-3_25-YR_OaJan-Sk»mriaPage 2 of 2Printed: 11/11/2017-10:16PM
nnflnn[I[I[I[]aa[I[J[Iuuu[j[j'sAPPENDIXINLET INTERCEPTION ANALYSES! Morrisoni Maierleengineers surveyors planners scientists
nnnf!r1[Inn^[I[1[IuIIuII[Iuuengir MO.I'I"i?onMaierlestir^ayors plannfrrs scx-nt'stsINLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-A | Combination Manhole & Inlet #1-1-APost-Development 25 Year Design Storm Frequency25| YearsDesign Storm Frequency =(Enter WQual, 2,5,10, 25,50, or 100)INLET CHARACTERISTICSKc36 art-36 1/4'CURB BOX ADJUSTABLC •" TO •"53/4*^17 3/4-2H1/41 W^jru33'43-31r^ p-,^-—^-F1"<- -'llj fM ^ ^ ^ ^ ^ ^ m ^ ^Wft-\DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wg;Depth of Gutter at Inlet, da =Width of Inlet Grate, Wi sLength of Inlet Grate, L| =I 5.50|inI 15.00|in1.001in17.751in0.461ft1.251ft0.081ft1.481ftPavement X-Slope at Inlet, Sp ^Slope of Gutter at Intel, So =Manning's RoughnessCoefficient for Gutter, ng =Manning's RoughnessCoefficient for Pavement, np =Calculate Gutter Flow Depth, Cross-Sectional Area, & Wetted PerimeterManning's Formula:Q--1.486 A5/3.1^n p2/3VJtwhere:Q = Total Flow in Given Cross-Sectional Area (ft^/sec)n = Manning's Roughness CoefficientA = Cross-Sectional Area of Flow (ft2 or sf)P = Wetted Perimeter of Flow (ft)SL= Longitudinal Slope (ft/ft)Calculate Flow Across Pavement Encroachment (Q))Manning's Roughness Coefficient, Hp: 0.016Transverse Slope of Pavement, Sp: 2.00%Depth of Ftow at Edge of Pavement, yp: 1.83 inSpread of Flow on Pavement, Tp: 91.58 inLongitudinal Slope of Pavement, Sp = Sg: 1.50%Calculated Flow Area Over Pavement, Ap: 83.86 in2Calculated Wetted Perimeter Over Pavement, Pp: 93.43 inCalculated Flow Across Pavement Encroachment, Q,ss0.0200 ft/ft0.15ft7.63ft0.0150 ft/ft0.58ft27.79(tSKI 1.50%|I 0.016|I 0.01611.18ft3/sec(cfs)N:\2605\025lDesign Docs\Catea\Stomi Water AnalysesUntel Interception Analy36s\lnlet-01-A_On-Grade.8asin41-A_25-YRjdaxPage! of 4
MorrisonMaierlevtfyors planittCalculate Flow In Gutter with Overlap of Pavement Encroachment (Q;)Manning's Roughness Coefficient, ng: 0.016Transverse Slope of Gutter, So: 6.67%Depth of Flow Over Gutter, ya,p: 2.83 inSpread of Flow in Gutter & Pavement Composite Section, To«p: 42.47 inLongitudinal Slope of Gutter.Sg: 150%Calculated Flow Area Over Gutter & Pavement Composite Section, Ao+p:Calculated Wetted Perimeter Over Gutter & Pavement Composite Section, P(M>:Calculated Flow Across Gutter & Pavement Composite Section, Q;:Calculate Flow Within Gutter & Pavement Overlap Area (03)Manning's Roughness Coefficient, ng: 0 016Transverse Slope of Gutter, Sg: 6.67%Depth of Flow Over Gutter, yg: 1.83 inSpread of Flow within Gutter & Pavement Overlap Section, To: 27.47 inLongitudinal Slope of Gutter.So: 1 .50%Calculated Flow Area Within Gutter & Pavement Overlap Section, Ao:Calculated Wetted Perimeter Within Gutter & Pavement Overlap Section, Po:Calculated Flow Across Gutter & Pavement Composite Section, Q;:0.0667 ftffl0.24ft3.54ft0.0150 ft/ft60.13 in245.40 in1.09ft3/sec(cfs)0.0667 ftfft0.15ft2-29ft0-0150 ftfft25.16 in229.37 in0.34 ft3/sec (cfs)0.42ft23.78ft0.17ft22.45ftCalculate Total Gutter Flow (Qo)Basin Design Peak Plow, Qp:Calculated Total Depth of Flow Over Gutter, ya,p:Qa=Q,+Q2-Q» where: QG:Calculated Total Gutter Flow, Qo:Calculated Gutter Flow Cross-Sectional Area, Ag:Calculated Pavement Flow Cro»»-Sectlonal Area, Ap:1.927|ft3/sec(cfs)2.83 in = 0.24 ftBasin Design Peak Flow, Qp =0.24 ft20.58ft2Calculated X-Sectional Area for Gutter & Pavement Composite Section, Ae+p:Calculated Gutter Flow Wetted Perimeter, Pg:Calculated Pavement Flow Wetted Perimeter, Pp:1.51 ft7.63ftCalculated Wetted Perimeter for Gutter & Pavement Composite Section, Pg+p:Calculated Gutter Flow Hydraulic Radlua, Rg:Calculated Pavement Flow Hydraulic Radius, Rp:0.16ft0.08ftCalculated Hydraulic Radius for Gutter & Pavement Composite Section, Rg+p:Calculated Velocity of Flow for Gutter & Pavement Composite Section, Vo+p:1.927ft3/sec(cfs)1.93ft3/sec(cfs)0.83 ft29.14ft0.09ft2.29 WsecN:\2605l025\Design DocstCatestStorm Water AnalysesUnlet Interceptkm Analyses\lnlet-01.A_On-Grade_Basin-01-A_25-YR.xtaPage 2 of 4
f.„ Morrisoni Maierlewigtpccrs survcy-ors planners soentisttfl[1[1[1nfl11[]u[I[1[Iu.1[JuuCALCULATE INLET INTERCEPTION CAPACITY \ ON-GRADE INLETCalculate Ratio of Inlet Frontal Flow to Total Gutter Flow. EiQw . y. ^Eo=tf=l-(1-^2.67where:EQ = Ratio of Frontal Flow to Total Gutter FlowQG = Total Gutter Flew (ft3/sec)QW= Flow in Width (ft3/sec)W = Width of Depressed Gutter or Grate (ft)T = Total Spread of Water in the Gutter (ft)S,. = Longitudinal Slope of Gutter (ft / ft)Width of Depressed Gutter or Grate, W:Total Spread of Water Over the Gutter & Pavement, Tg^p:1.48ft8.88ftCalculated Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo;Calculated Total Flow in Width of Depressed Gutter or Grate, Qn106.58 in0.390.74 ft3/sec (cfs)Calculate Ratio of Inlet Side Flow to Total Gutter Flow. E,E-IEl-t-l-E«where:Es = Ratio of Side Flow to Total Gutter FlowQs= Flow Along Side (ft3/sec)Calculated Ratio of Inlet Side Flow to Total Gutter Flow, E<Calculated Total Flow Along Side of Depressed Gutter or Grate, Qs:Calculate Ratio of Frontal Flow Intercepted to Total Frontal Flow, Rf.0.611.18ft3/sec(cfs)Rf=l- Q.09(Va - Vo)where:Rf = Ratio of Frontal Flow Intercepted to Total Frontal FlowVs = Velocity of Flow in the Gutter (ft/sec)Vo = Gutter Flow Velocity where Splash-Over First Occurs (ft/sec)Velocity of Flow in the Gutter, Vg:Gutter Velocity where Sptash-Over First Occurs from Chart 5, Vo:2.29 ft/secI 9.96h/sec LP-1-7/8 Style Grate]Calculated Ratio of Frontal Flow Intercepted to to Total Gutter Flow, R(:1.00^IIgIIs^III1312I I10I':>° 8EXAMPLE:GIVEN: RETICULINE GRATEL° 3 FTV- 8 FT/SFIND: Kf 0.81IIao765432I0><•V-19'^<<^/I'<y§^^^.v>^y.?A^1^zV1f^1 <'A^7v^^y^<»Y<>z^2\7//.^y///A^/*>/•V:A', /,0234lEWGTH Of GRATE I (FT)0 0.1 OZ 03 04 05 0.6 0.7 08 0.9 1.0R(Source: Urban Drainage Design Manual - HEC-22. Second Edition (U.S. Federal Highway Administration, August 2001)N:\2605l025lDesign Docs\Calcs\Stonn Water Analyses\lntet Interception Analysesllntet-<)1-A_On-Grade_Basin-01-A_25-YR.risxPage 3 of 4
•S M°.''ri^oni Maierleengwecn turircyors plannc's scientisttCalculate Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rs;RS1where:SpL,2-3Velocity of Flow in the Gutter, Vs:Transverse Slope of Pavement, Sp:Length of Inlet Grate, L|:RS = Ratio of Side Flow Intercepted to Total Side FlowVs = Velocity of Flow in the Gutter (ft/sec)Sp = Transverse Slope of Pavement (ft/ft)1-1= Length of Inlet Grate (ft)2.29 ft/sec2.00%35.25 in0.0200 ftfft2-94ftCalculated Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rg:0^6Calculate Efficiency of Grate, EE = RfEo + Rs(l - Eo)where:Ratio of Frontal Flow Intercepted to Total Frontal Flow, Rf:Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Ratio of Inlet Side Flow Intercepted to Total Side Flow, R,:Calculated Efficiency of Grate, E:Calculate Inlet Interception Capacity, Q|:E= Intet Grate Efficiency1.000.390-260.55Q, = EQc where:Efficiency of Grate, E: 0.55Total Gutter Flow, Qo: 1 ,93 ft3/sec (cfs)Calculated Inlet Interception Capacity, Q|:QI = Inlet Interception Capacity (ft /see)1.05ft3/sec(cfs)N;U605l025lDesign DocslCakslStorm Water AnalysesUntet Interception Ana]yses\lnlel-01-A_On-Grade_Basm-01-A_25-YR.«lsxPage 4 of 4
nnr:fl[][In[I[I[jI][Iu11u[Ili[Jur Morri?oni Maierleengii'cyors plan'INLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-B j Combination Manhole & Inlet #1-1-1Post-Development 25 Year Design Storm FrequencyDesign Storm Frequency = |25| Years(Enter WQual, 2,5,10,25,50, or 100)INLET CHARACTERISTICS-I^•a*<ae 3/4-35 1/4*CURB BOX ADJUSTABLE S' TO 9"3/4*rA.1 V2* —^ 1^—1 1/4-Jd F? ^ ^ ^ ^ ^? ^ 'E? %33'43-17 3/4-2R-I t/4^ I-?•1/7'sttl.TJQ31\ DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wo!Depth of Gutter at Inlet, dg=Width of Inlet Grate, W,=Length of Inlet Grate, L| =5.501in15.001in1.00in17.75n35.25n0.461.251ft0.081ft1.481ft2.941ftPavement X-Slope at Inlet, Sp ;Slope of Gutter at Intet, Sa =Manning's RoughnessCoefficient for Gutter, no =Manning's RoughnessCoefficient for Pavement, np =Calculate Gutter Flow Depth, Cross-Sectional Area, & Wetted PerimeterManning's Formula:Q=^^^where:Q= Total Flow in Given Cross-Sectional Area (tf/sec)n = Manning's Roughness CoefficientA = Cross-Sectional Area of Flow (ft2 or sf)P = Wetted Perimeter of Flow (ft)SL = Longitudinal Slope (ft/ft)Calculate Flow Across Pavement Encroachment (Q<)Manning's Roughness Coeffident, np: 0.016Transverse Slope of Pavement, Sp: 2.00%Depth of Flow at Edge of Pavement, yp: 1.84 inSpread of Flow on Pavement, Tp: 92.11 inLongitudinal Slope of Pavement, Sp = Sg: 1.50%Calculated Flow Area Over Pavement, Ap: 84.84 in2Calculated Wetted Perimeter Over Pavement, Pp: 93.97 inCalculated Flow Across Pavement Encroachment, Q<0.0200 ft/ft0.15ft7.68ft0.0150 ft/ft0.59ft27.83ft1.19 ft3/sec(cfs)N:\2605\025\Design DocslCak3\Stonn Water Analysesllntet Interception Analyses\lnleM1-B_On-Gra<te_Basin.fl1-B_25-YR.xlsxI 2.00%|I 0.016|I 0.0161Page 1 of 4
, Morrisoni Maierlepngn'<kyors planiCalculate Flow In Gutter with Overlap of Pavement Encroachment (Q;)Manning's Roughness Coefficient, ng:Transverse Slope of Gutter, Sg:Depth of Ftow Over Gutter, yg,p:Spread of Flow in Gutter & Pavement Composite Section, ^^p·.Longitudinal Slope of Gutter.Sg:0.0166.67%2.84in42.63 in1.50%Calculated Flow Area Over Gutter & Pavement Composite Section, Ag^p:Calculated Wetted Perimeter Over Gutter & Pavement Composite Section, Pg»p:Calculated Flow Across Gutter & Pavement Composite Section, Q;:0.0667 fVft0.24ft3.55ft0.0150 ftffl60.59 in245.57 in1.10ft3/sec(cfs)Calculate Flow Within Gutter & Pavement Overlap Area (€3)Manning's Roughness Coefficient, no:Transverse Slope of Gutter, Sg:Depth of Flow Over Gutter, yg:Spread of Flow within Gutter & Pavement Overlap Section, To:Longitudinal Slope of Gutter.Sg:Calculated Flow Area Within Gutter & Pavement Overlap Section, Ao:Calculated Wetted Perimeter Within Gutter & Pavement Overiap Section, Po:Calculated Flow Across Gutter & Pavement Composite Section, Q;0.0166.67%1.84in27.63 in1.50%0.0667 ftfft0.15ft2.30H0-0150 (Vft25.45 in229.54 in0.35 ft3/sec (cfs)Calculate Total Gutter Flow (Qs)Calculated Total Gutter Flow, Qe:Calculated Gutter Flow Cro»»-Sectional Area, Ag:Calculated Pavement Flow Cro«»-Sectlonal Area, Ap:0.24 ft20.59ft2Calculated X-Sectional Area for Gutter & Pavement Composite Section, Ao+p:Calculated Gutter Flow Wetted Perimeter, PQ:Calculated Pavement Flow Wetted Perimeter, Pp:1.51ft7.88ftCalculated Wetted Perimeter for Gutter & Pavement Composite Section, Pe+p:Calculated Gutter Flow Hydraulte Radius, Rg:Calculated Pavement Flow Hydraulic Radius, Rp:0.16fto.osnCalculated Hydraulic Radius for Gutter & Pavement Composite Section, RG*P:Calculated Velocity of Flow for Gutter & Pavement Composite Section, Vg+p:1.95ft3/sec(cfs)0.83 ft'9.19ft0.09 ft2.30 ft/sec0.42ft23.80ft0.18ft22.46ftBasin Design Peak Plow, Qp:Calculated Total Depth of Flow Over Gutter, yg^i: 2.84 in = 0.24 ftQa=Q,+Q2-Qi where: QG= Basin Design Peak Flow, Qp = 1.951 ft3feec(cfs)N:\2605\025\Design Docs\Cates\Slorm Water Analysesllntet Interceptkm Analyses\lnlet-OI-B_On-Grade_Bash-01-B_25-YR.)daxPage 2 of 4
0f111[1fln[I[I0D0[I[iu[JILiu1;MorrisonMaierleenginccn survf^or? planiCALCULATE INLET INTERCEPTION CAPACITY \ ON-GRADE INLETCalculate Ratio of Inlet Frontal Flow to Total Gutter Flow, EQ.,=^=l-fl-w\EO=^=1~[1~T)2.67where:Eo = Ratk) of Frontal Flow to Total Gutter FlowQG = Total Gutter Flow (ft'/sec)Qw=Ftow in Width (ft3/sec)W = Width of Depressed Gutter or Grate (ft)T = Total Spread of Water in the Gutter (ft)S,. = Longitudinal Stope of Gutter (ft / ft)Width of Depressed Gutter or Grate, W:Total Spread of Water Over the Gutter & Pavement, Tg»p:1.48ft8.93ftCalculated Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Calculated Total Flow in Width of Depressed Gutter or Grate, Qu107.11 in0.380.75 ft3/sec (cfs)Calculate Ratio of Inlet Side Flow to Total Gutter Flow. E<.=^=1-^=1-^ES=t=l~^=l~EOwhere:Eg = Ratio of Skle Ftow to Total Gutter FlowQs=Ftow Along Side (ft3/sec)Calculated Ratio of Inlet Side Flow to Total Gutter Flow, Es:0.62Calculated Total Flow Along Side of Depressed Gutter or Grate, QsCalculate Ratio of Frontal Flow Intercepted to Total Frontal Flow, Rf.1.20ft3/sec(cfs)Rf =1-0.09^-Vo)where:Rf = Ratio of Frontal Flow Intercepted to Total Frontal FlowVo = Velodty of Flow in the Gutter (ft/sec)Vo = Gutter Flow Velocity where Splash-Over First Occurs (ft/sec)Velocity of Flow in the Gutter, Vo:Gutter Velocity where Splash-Over First Occurs from Chart 5, Vo:2.30 ft/secI 9.96|ft/sec LP-1-7/8 Style GrateCalculated Ratio of Frontal Flow Intercepted to to Total Gutter Flow, Rf:1.00s*I0ij.ln^ tti ?13121110I .»° 8I:EXAMPLE:GIVEN: RETICULINE GRATEL» 3 FTV. 8 FT/S ^ ^FIND; Rf« 0.81 —~^6bEIIs20X:uIss'w53z0A//\*/\<?.^^<0 -.<^>^<!>^<^<cA)^^.^vA^1<^^S-1y.'^s.s<fy^°<»^'>y0^\ca7/.<3^y/A/A^-b•^/^/0I 2 S 4LENGTH Of GRATE I (FT)0 01 02. 03 0.4 05 0.6 0.7 08 0.9 1.0B(3Source: Urban Drainage Design Manual - HEC-22. Second Edition (U. S. Federal Highway Administration, August 2001)N:\2605W2aDesign Docs\Cates\Storm Water AnalysesMntet Interception Analysesllnlel-01-B_On-Grade_Basin-01-B_25-YR.xlsxPage 3 of 4
.^ Morrisoni Maierle<lri[)incprs surveyors plannert scientitttCalculate Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rs:RS1i+°i15!^8S p L,'where:RS = Ratio of Side Flow Intercepted to Total Side FlowVs = Velocity of Flow in the Gutter (ft/sec)Sp = Transverse Slope of Pavement (ftfft)L| = Length of Inlet Grate (ft)Velocity of Flow in the Gutter, Vg:Transverse Stope of Pavement, Sp:Length of Intet Grate, L|:2.30 ft/sec2.00%35.25 in0.0200 ftfft2.94ftCalculated Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rg:0.26Calculate Efficiency of Grate, E:E = RfEo + R,(l - Eo~)where:Ratio of Frontal Flow Intercepted to Total Frontal Flow, R|:Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Ratio of Inlet Side Ftow Intercepted to Total Side Flow, Rg:Calculated Efficiency of Grate, E:E= Inlet Grate Efficiency1.000.380.260.55Calculate Inlet Interception Capacity, Q|;Q, = EQaEfficiency of Grate, E:Total Gutter Flow, Qo:Calculated Inlet Interception Capacity, Q|:where:Qi= Inlet Interception Capacity (ft'/sec)0.551.95ft3/sec(cfs)1.06ft3/sec(cfs)fcN:\2605\025U)esign Docs\CalcslStorm Water Analyses\lnlet Interception Analy3esllnlel-01-B_On-Grade_Basin-01-B_25-YR.xlsxPage 4 of 4
nnI:n[1[In[1(t.a[I[IuuuuuuuMorrisonMaierleen9*i-eyors planiINLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-E | Combination Manhole & Inlet #1-1-CPost-Development 25 Year Design Storm Frequency25| YearsDesign Storm Frequency =(Enter WQual, 2,5,10, 25,50,or 100)\INLET CHARACTERISTICS]&.f363/4-36 1/4*CUffB BOX ADJUSTABLE C" TO f•S3/-**,---A1 1/2' —^1 t-<—1 1/4-1?^ ^? ^ ^ ^ ^ t"? w ^33-43'173/4ZK-1/42-I/?'d:tt »• /y=a^s=L;31DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wg'Depth of Gutter at Inlet, dg =Width of Inlet Grate, W,=Length of Inlet Grate, L] =5.501in15.001in1.001in17.751in35.251in0.081.482.94Pavement X-Slope at Inlet, SpSlope of Gutter at Inlet, So =Manning's RoughnessCoefficient for Gutter, ng =Manning's RoughnessCoefficient for Pavement, np =Calculate Gutter Flow Depth, Cross-Sectional Area, & Wetted PerimeterManning'8 Formula:^1.486/1^/7-n p2/3V--i-where:Q = Total Flow in Given Cross-Sectional Area (ft3/sec)n = Manning's Roughness CoefficientA = Cross-Sectional Area of Flow (ft or sf)P = Wetted Perimeter of Flow (ft)Si.= Longitudinal Slope (ft/ft)Calculate Flow Across Pavement Encroachment (Qi)Manning's Roughness Coeffident, np: 0.016Transverse Slope of Pavement, Sp: 3.00%Depth of Flow at Edge of Pavement, yp: 2.73 inSpread of Flow on Pavement, Tp: 90.98 inLongitudinal Slope of Pavement, Sp = Sg: 0.80%Calculated Flow Area Over Pavement, Ap: 124.16 in2Calculated Wetted Perimeter Over Pavement, Pp: 93.75 inCalculated Flow Across Pavement Encroachment, Q,:0.0300 ft/ft0.23ft7.58ft0.0080 ft/ft0.86ft27.81ft1.65ft:>/sec(cfs)N:\2605l02KDesign Docs\Cata\Stomi Water AnalysesUntet Intercepton Analy3es\lntet-01-C_On-Grade_Baan-01-E_25-YR.xls3.00%0.80%0.016Page 1 of4
, Morrisoni Maierleengii<eyors planiCalculate Flow In Gutter with Overlap of Pavement Encroachment (Q;)Manning's Roughness Coefficient, na: 0.016Transverse Slope of Gutter, Sg: 6.67%Depth of Flow Over Gutter, yo*p: 3.73 inSpread of Flow in Gutter & Pavement Composite Section, To+p: 55.94 inLongitudinal Slope of Gutter.Sg: 0.80%Calculated Flow Area Over Gutter & Pavement Composite Section, Ag«p:Calculated Wetted Perimeter Over Gutter & Pavement Composite Section, Pa»p:Calculated Flow Across Gutter 8. Pavement Composite Section, Q;:Calculate Flow Within Gutter & Pavement Overlap Area (Qs)Manning's Roughness Coefficient, ng: 0.016Transverse Slope of Gutter, Sg: 6.67%Depth of Flow Over Gutter, yg: 2.73 inSpread of Flow within Gutter & Pavement Overlap Section, To: 40.94 inLongitudinal Slope of Gutter,Sg: 0.80%Calculated Flow Area Within Gutter & Pavement Overlap Section, A,,:Calculated Wetted Perimeter Within Gutter & Pavement Overlap SecUon, Po:Calculated Flow Across Gutter & Pavement Composite Section, Q;:0.0667 ftffl0.31 ft4.66ft0.0080 ft/ft104.31 in259.79 in1.66ft3/sec(cfs)0.0667 ftfft0.23ft3.41ft0-0080 ft/ft55.87 in243.76 in0.72 ft3/sec (cfs)0.72 ft24.98ft0.39ft23.65ftCalculate Total Gutter Flow (Qo)Basin Design Peak Plow, Qp:Calculated Total Depth of Flow Over Gutter, yo»p:QgsQ,+Q;.Q, yyhere: QG;Calculated Total Gutter Flow, Qg:Calculated Gutter Flow Crost-Sectlonal Area, Ag:Calculated Pavement Flow Cro»»^ectlonal Area, Ap:3.73 in = 0.31 ftBasin Design Peak Flow, Qp =0.34ft20.86ft2Calculated X-Sectional Area for Gutter & Pavement Composite Section, Ag+p:Calculated Gutter Flow Wetted Perimeter, Pg:Calculated Pavement Flow Wetted Perimeter, Pp:1.60ft7.59ftCalculated Wetted Perimeter for Gutter & Pavement Composite Section, Pc+p:Calculated Gutter Flow Hydraulic Radlu*, Ro:Calculated Pavement Flow Hydraulic Radius, Rp:o.2in0.11ftCalculated Hydraulic Radius for Gutter & Pavement Composite Section, RG*P'2.588Calculated Velocity of Flow for Gutter & Pavement Composite Section, V,G+P-2.59 ft3/sec (cfs)1.20ft29.18ft0.13ft2.14 ft/secN:\2605\025\Design Docs\Calcs\Storm Water AnalysesUntel Intercaptkm Analyses\lntel-fl1-C_On-Grade_Basin-Of-E_25-YR.xlsxPage 2 of 4
nnrnnn[][iD[1[I0uDuuuuu•S Morl'i?onMaierle^nginccn surveyors plann<?fs scientisttCALCULATE INLET INTERCEPTION CAPACITY \ ON-GRADE INLETCalculate Ratio of Inlet Frontal Flow to Total Gutter Flow. Eil-ly'EO=~Q;=1~{1~T.2.67•)where:Eo = Ratio of Frontal Flow to Total Gutter FlowQG = Total Gutter Flow (ft'/sec)Qw= Flow in Width (ft3/sec)W = Width of Depressed Gutter or Grate (ft)T = Total Spread of Water in the Gutter (ft)SL = Longitudinal Stope of Gutter (ft / ft)Width of Depressed Gutter or Grate, W:Total Spread of Water Over the Gutter & Pavement, T(M>:1.48ft8.83ftCalculated Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Calculated Total Flow in Width of Depressed Gutter or Grate, Qyv:105.98 in0.391.00 ft'/secfcfs)Calculate Ratio of Inlet Side Flow to Total Gutter Flow. E..=Q1=^^.=^1•=c=l~c=l~^where:Es = Ratio of Side Flow to Total Gutter FlowQs= Flow Along Side (ft'/sec)Calculated Ratio of Inlet Side Flow to Total Gutter Flow, Es:0.61Calculated Total Flow Along Side of Depressed Gutter or Grate, Qs:Calculate Ratio of Frontal Flow Intercepted to Total Frontal Flow, Rf1.59ft3/sec(cfs)^ = 1 - 0.09(1^ - K))where:R( = Ratio of Frontal Flow Intercepted to Total Frontal FlowVo = Velocity of Flow in the Gutter (ft/sec)Vo = Gutter Flow Velocity where Splash-Over First Occurs (ft/sec)Velocity of Flow in the Gutter, Vo:Gutter Velocity where Sptaah-Over First Occurs from Chart 5, Vo:L2.14 ft/sec9.96|ft/seciP-1-7/8 Style GrateCalculated Ratio of Frontal Flow Intercepted to to Total Gutter Flow, Rf:1.00I0hi n0EjsI0uI>°Ii1312I I109876543zI0EXAMPLE:GIVEN: RETICULINE GRATEL= 3 FTV. 8 FT/S ^\FIND: Rf 0.81 —~y^/\>»^^^>1\<^-0^^^.v)•y.9^Aft"^V1^-^<'^^yA^"^ ^y\//,•s^y/A<•^*>/a.A/./:z:01234UWGTH OF GRATE L (FT>0 01 02 03 04 05 0-6 0.7 08 0.9 1.0R(]Source: Urban Drainage Design Manual - HEC-22. Second Edition (U.S. Federal Highway Administration, August 2001)N:t2605U25lDesign Doc9tCates\Stonn Water AnalysesUnlel Interception Analyses\lnlet-01-C_On-Grade_Ba3in-01-E_25-YR.xlsxPage 3 of 4
•• Mqrrisoni Maierleenginfftrs turvcy-on planners tCK-ntistiCalculate Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rs.RS10.15Vnlswhere:RS = Ratio of Side Flow Intercepted to Total Side FlowVs = Velocity of Flow in the Gutter (ft/sec)Sp = Transverse Slope of Pavement (ft/ft)L| = Length of Inlet Grate (ft)Velocity of Flow In the Gutter, Vg:Transverse Stope of Pavement, Sp:Length of Intet Grate, L|:2.14 ft/sec3.00%35.25 in0.0300 ft/ft2.94ftCalculated Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rg0.38Calculate Efficiency of Grate, E;E=RfEo+Rs(.l-Eo)where:Ratio of Frontal Ftow Intercepted to Total Frontal Flow, R,:Ratio of Intel Frontal Flow to Total Gutter Flow, Eo:Ratio of Intet Side Ftow Intercepted to Total Side Flow, R,:Calculated Efficiency of Grate, E:Calculate Inlet Interception Capacity, Q|:E= Inlet Grate Etfidency1.000.390.380.62Qi = EQc where:Efficiency of Grate, E: 0.62Total Gutter Flow, Qa: 2.59 ft3/sec (cfs)Calculated Inlet Interception Capacity, Q|:QI = Inlet Interception Capacity (ft'/sec)1.60ft3/sec(cfs)});N:U605i025lDesign DocslCalcsBtonn Water Analyses\lntet Interception Analyses\tnlet-01-C_On-Grade_Basin-01-E_25-YR.xlsxPage 4 of 4
f1ftr'fln[Ifl[!fII1II[10uuuu[juMorrisonMaierleeng»iveyoiplaniINLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-F | Combination Manhole & Inlet #1-1-1Post-Development 25 Year Design Storm FrequencyJ^| YearsDesign Storm Frequency =(Enter WQual, 2,5,10,25,50, or 100)INLET CHARACTERISTICSLsy^36 3/4*3& 1/4-CURB BOX ADJUSTABLE C" TO ••S 3/4*r~1 1/2'r*EFE["<[T~LIj^ ^^ ^^ ^17 f7? ^? ^l-^-F33-43-t7 3/4'J2R-)/'!^~v^ t '•\.' 1^31DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, WgDepth of Gutter at Inlet, dgWidth of Inlet Grate, Wi=Length of Inlet Grate, L]=5.501in15.001in1.001in17.751in35.251in1.25ft0.08ft1.481ftI 2.94|ftPavement X-Slope at Inlet, SpSlope of Gutter at Intel, So sManning's RoughnessCoefficient for Gutter, no =Manning's RoughnessCoefficient for Pavement, np =3.00%0.50%0.016I 0.0161Calculate Gutter Flow Depth, Cross-Sectional Area, & Wetted PerimeterManning's Formula:Q--1.486 A5/3 f7-—^T^V^where:Q = Total Flow in Given Cross-Sectional Area (ft'/sec)n = Manning's Roughness CoefficientA = Cross-Sectional Area of Flow (ft or sf)P = Wetted Perimeter of Flow (ft)Si.= Longitudinal Slope (ft/ft)Calculate Flow Across Pavement Encroachment (Q))Manning's Roughness Coefficient, np: 0.016Transverse Slope of Pavement, Sp: 3,00%Depth of Flow at Edge of Pavement, yp: 1.72 inSpread of Flow on Pavement, Tp: 57.44 inLongitudinal Slope of Pavement, Sp s Sa; 0.50%Calculated Flow Area Over Pavement, Ap: 49.49 in2Calculated Wetted Perimeter Over Pavement, Pp: 59.19 inCalculated Flow Across Pavement Encroachment. Q.0.0300 ft/ft0.14ft4.79ft0.0050 ft/ft0.34ft24.93ft0.38 ft3/sec (cfs)N:\2605\025\Design Docs\Cates\Stomi Water Analyses\lntet Interception Analyses\lnlet-4)1-D_On-Grade_Baain-01-F_25-YR.idsi(Page 1 of4
engif, Morrisoni MaierleSurveyor* planners tcienttttsCalculate Flow In Gutter with Overlap of Pavement Encroachment (Q;)Manning's Roughness Coefficient, ng: 0.016Transverse Slope of Gutter, Sg: 6.67%Depth of Flow Over Gutter, yg»p: 2.72 inSpread of Flow in Gutter & Pavement Composite Section, To»p: 40.85 inLongitudinal Slope of Gutter,Sg: 0.50%Calculated Flow Area Over Gutter & Pavement Composite Section, A<,^>:Calculated Wetted Perimeter Over Gutter & Pavement Composite Section, Pa^p:Calculated Flow Across Gutter & Pavement Composite Section, Q;:Calculate Flow Within Gutter & Pavement Overlap Area (€3)Manning's Roughness Coefficient, no: 0.016Transverse Slope of Gutter, Sg: 6.67%Depth of Flow Over Gutter, yg: 1.72 inSpread of Flow within Gutter & Pavement Overlap Section, To: 25.85 inLongitudinal Slope of Gutter.Sa: 0.50%Calculated Flow Area Within Gutter & Pavement Overlap Section, Ao:Calculated Wetted Perimeter Within Gutter & Pavement Overlap Section, Po:Calculated Flow Across Gutter & Pavement Composite Section, Q}:0.0667 ftfft0,23ft3.40ft0.0050 ft/n55.62 in243.66 in0.57 ft3/sec (cfs)0.0667 ft/ft0.14ft2.15ft0.0050 ft/ft22.27 in227.63 in0.17ft3/sec(cfs)0.39ft23.64ft0.15 ft22.30ftCalculate Total Gutter Flow (Qs)Basin Design Peak Plow, Qp:Calculated Total Depth of Flow Over Gutter, yg,p:Qa=Q,+Q2-Qa where: QQ:Calculated Total Gutter Flow, QQ:Calculated Gutter Flow Cross-Sectlonal Area, Ag:Calculated Pavement Flow Crost-Sectlonal Area, Ap:0.783|ft3/sec (cfs)2.72 in = 0.23 ftBasin Design Peak Flow, Qp =0.23 ft20.34ft2Calculated X-Sectional Area for Gutter & Pavement Composite Section, As«p:Calculated Gutter Flow Wetted Perimeter, Pg:Calculated Pavement Flow Wttted Perimeter, Pp:1.50ft4.79HCalculated Wetted Perimeter for Gutter & Pavement Composite Section, Ps+p:Calculated Gutter Flow Hydraulic Radius, Rg:Calculated Pavement Flow Hydraulic Radius, Rp:0.15ft0.07ftCalculated Hydraulic Radius for Gutter & Pavement Composite Section, Rctp:Calculated Velocity of Flow for Gutter & Pavement Composite Section, Vg+p:0.7830.78 ft'/sec (cfs)0.58 ft26.29ft0.09ft1.33ft/secN:\260ft025lDesign Doca\CateslStorm Water Analyses\lntet Interceptkm Analy3es\tntet-01-0_On-Grade_Basin-01-F_25-YR.xlsxPage 2 of 4
rnn\\flfl0I)[]u[1liuunIjuu•S Mol"ri?oni Maierleengineers survc)-ors planne's scifrMisttCALCULATE INLET INTERCEPTION CAPACITY \ ON-GRADE INLETCalculate Ratio of Inlet Frontal Flow to Total Gutter Flow. E.^^=i-ri-w\EO^^;=1~{1~T)2.67where:Eo = Ratio of Frontal Flow to Total Gutter FlowQG= Total Gutter Flow (ft'/sec)QW= Flow in Width (ft3/sec)W = Width of Depressed Gutter or Grate (ft)T = Total Spread of Water in the Gutter (ft)Si. = Longitudinal Slope of Gutter (ft / ft)Width of Depressed Gutter or Grate, W:Total Spread of Water Over the Gutter & Pavement, Tg^p:1.48ft6.04ftCalculated Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Calculated Total Flow in Width of Depressed Gutter or Grate, Qy,72.44 in0.530.41 ft3/sec (cfs)Calculate Ratio of Inlet Side Flow to Total Gutter Flow. E<Qs - Qw^=^=l-^==l-fo'G VCwhere:Es = Ratio of Side Flow to Total Gutter FlowQs= Flow Along Side (ft3/sec)Calculated Ratio of Inlet Side Flow to Total Gutter Flow, Eg:0.47Calculated Total Flow Along Side of Depressed Gutter or Grate, Qs:Calculate Ratio of Frontal Flow Intercepted to Total Frontal Flow, Rf.0.37 ft3/sec (cfs)^=l-0.09(^-^o)where:Rt = Ratio of Frontal Flow Intercepted to Total Frontal FlowVs = Velocity of Flow in the Gutter (ft/sec)VQ = Gutter Flow Velocity where Splash-Over First Occurs (ft/sec)Velocity of Flow in the Gutter, Vg:Gutter Velocity where Splash-Over Flnt Occurs from Chart 5, Vo:1.33 ft/secI 9.96|ft/sec LP-1-7/8 Style GrateCalculated Ratio of Frontal Flow Intercepted to to Total Gutter Flow, R(:1.00^s•uIj.I"^ t:? ?1312I I10I':»° 8EXAMPLE:GIVEN: RET1CULINE GRATEL= 3 FTV. 8 FT/S ^1FIND: Rf 0.81 —~y^0EIIIuuI!•7654cozI0\*^<^<^«I^^A^^.9^fc^>^;^V19-^L «'A^•V^s<i^'-^y•\6>//,*1^y/A^-b1.A/01234LENGTH Of GRATE I (FT)0 01 02 03 0.4 05 0.6 0.7 08 0.9 1.0Rf]Source: Urban Drainage Design Manual - HEC-22. Second Edition (U.S. Federal Highway Administration, August 2001)N:\2605\025lDesjgn DocsWalcslStorm Water Analyses\lntet Interception Analyse5llntet^)1-D_On-Grade_Baan-01-F_25-YR.xlsxPage 3 of 4
MorrisonMaierleongtnppft surveyors plan;Calculate Ratio of Inlet Side Flow Intercepted to Total Side Flow, R;RS10.151^1-8where:RS = Ratio of Side Flow Intercepted to Total Side FlowVs = Velocity of Flow in the Gutter (ft/sec)Sp = Transverse Slope of Pavement (ftfft)L| = Length of Inlet Grate (ft)Velocity of Flow In the Gutter, Vg:Transverse Slope of Pavement, Sp:Length of Intet Grate, L|:1.33 ft/sec3.00%35.25 in0.0300 ftrft2.94ftCalculated Ratio of Inlet Side Flow Intercepted to Total Side Flow, Rg:0.59Calculate Efficiency of Grate, EE=RfEo+Rs(l-Eo)where:Ratio of Frontal Flow Intercepted to Total Frontal Flow, R|:Ratio of Inlet Frontal Flow to Total Gutter Flow, Eo:Ratio of Intet Side Ftow Intercepted to Total Side Flow, Rs:Calculated Efficiency of Grate, E:Calculate Inlet Interception Capacity, Q|:E= Inlet Grate Efficiency1.000.530.590.80Q, = EQc where:Efficiency of Grate, E: 0.80Total Gutter Flow, Qa: 0.78 ft3/sec (cfs)Calculated Inlet Interception Capacity, Q|:QI = Inlet Interception Capacity (fl^/sec)0.63 ft3/sec (cfs)N:\2605W25lDesign DocsCalcslStorm Water AnalysesUntet Interception Analyse5Unlet-01-D_On-Grade_Basiil-01-F_25-YR.)(lsxPage 4 of 4
r"[:(:flrs(1n0[1u011uuuuL'L•• Morri?on•B MaierleINLET INTERCEPTION CAPACITy ANALYSESCatron Crossing - Subbasin 1-H | Combination Manhole & Inlet #1-1-1Post-Development Year Design Storm Frequency25| YearsDesign Storm Frequency(Enter WQual, 2, 5,10,25, 50,or 100)INLET CHARACTERISTICSCUtfB BOX ADJUSTABLE fi" TO 9"5 3'<-36 3/435 1/4-17 3/4I2R-1/4f ^ ^,—1 1/2-R? ^^ ^ ^?•_r-_L'5 f? ^/4"1/p4-r/Ji@CZ-F,1^^r\v33*<3-31-DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wg=Depth of Gutter at Inlet, de =Width of Inlet Grate, Wi=Length of Inlet Grate, L| =5.501in15.001in1.0017.7535.25tinn0.461ft1.251ft0.081ft1.481ft2.941ftPavement X-Slope at Intot, SpSlope of Gutter** Inlet, Sg=Manning'* RoughnessCoefficient for Gutter, no =Manning'a Roughnes*Coefficient for Pavement, i\p =3.00%0.50%0.016.01INLET INTERCEPTION CAPACITY \ PONDED INLET- WEIR VERSUS ORIFICE OPERATIONCalculate Capacity of Grate Inlet Operating as a Weir1.5Qi-w = CwPoVdWeir Coefficient, Cw=Perimeter of Grate, PgwhereQ^w = Weir - Inlet Interception Capacity (cfs)Cw= Weir CoefficientPG = Perimeter of Grate, Exduding Bar Widths and Side Against Curb (ft)Yd = Depth of Water Above the Grate (ft)Depth of Water Above the Grate, y< =Weir - Inlet Interception Capacity, Q^w =0.351ft2.431cf54.171in1092.0919pm[calculate Capacity of Grate Inlet Operating as an Orifice'"aQ,-o = CoAc^gy^whereOrifice Coefficient, Co =Clear OpeningArea of Grate, Ag =Gravitational Con»tant, gL0.701]1.81|[—TT7]ft/seclQM = Orifice - Inlet Interception Capadty (cfs)Co = Orifice CoeffidentAs = Clear Opening Area of Grate (ft2)g = Gravitational Constant (ft/sec2)Yd = Depth of Water Above the Grate (ft)Depth of Water Above the Grate, y^ sOrifice - Inlet Interception Capacity, QK)0.351ft5.971cf34.171in2681.29|gpmN:U605l025\Design Docs\CalcstStorm Water Analyses\lnlet Interception Analyses\lnlet-01-E_Sag_BasM1-H_25-YR.xlsxPage 1 of 2Printed On: 9/14f2017.12:07 AM
•S Morn?on•B MaierleINLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-H | Combination Manhole & Inlet #1-1-DESIGN INLET INTERCEPTION CAPACITY \ PONDED INLETCalculate Design Inlet Interception Capacity'"^^Qp whereQl=taDesign Storm Runoffto Inlet, Q^ =Inlet Discharge Reduction Due toTrash Accummulation or CloggingRunoff Intercepted by Inlet, Q() =Q| = Design Inlet Interception Capadty (cfs)Qp ' Design Peak Storm Runoffto Inlet (cfs)Eg = Inlet Grate Efficiency (%)L1.951jcfsInlet GnteEfRciency, Eg = | 80%|Design Inlet Interception Capacity, Q| = |2'43lcfs(Minimum of Weir and Orifice Capacities) => WEIR OPERATION1.95 cfsCalculate Inlet Interception Capacities for Various Runoff DepthsWater Depth Grate Weir OperationAbove Gutter, Yd Efficiency, Inlet Capacity, Q|EG<%) (cfs)Adjusted Weir Orifice Operation Adjusted Orifice DesignInlet Capacity, Q'i.w Inlet Capacity, Qto Inlet Capacity, Q'i.o Inlet Capacity, Q|(cfe) (cfs) (cfs) (cfs)0.050.1080%80%0.130.380.110.302273.211.812.560.110.300.150.2080%80%0.691.060.550.853.934.533.143.630.550.850.250.3080%80%1.491.951.191.565.075.554.064,441.191.560.400.5080%80%3.014.212.413.366.417.175.135.742.413.360.751.0080%80%7.7311.896.189.528.7810.147.028.116.188.11^Inlet Capacity Summary14.0012.0010.00^•s!§/I8.00 •g•s&6.00ss4.002.00—*«Weir Operation•••Adjusted Weir Operation—*- Orifice Operation•^—Adjusted Orifice Operations)1( Design Operation0.00 -I-0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Depth of Runoff Above Inlet Grate (ft)0.90l.00N:t2605l02aDesijn Doca\CakslStorm Water AnalysesUnlet Intereeption Analyses\lnlet-01-E_Sag_8asifr01-H_25-YR.xlsxPage 2 of 2Printed On: 9/14f2017-12:07 AM
[;[:r;nI!IIn[11][tu[IIIDuuu[1LMorrisonMaierlep?INLET INTERCEPTION CAPACITV ANALYSESCatron Crossing - Subbasin 1-J | Combination Manhole & Inlet #1-1-FPost-Development Year Design Storm FrequencyDesign Storm Frequency = |_25] Years(Enter WQual, 2,5,10, 25,50,or 100)INLET CHARACTERISTICSTi/"') M^^s36 3/4-3S 1M-[-t c-7[—1 1/2-^ ^ ^ ^M-_,/<_1 ^ ^^ ^SL^33-43'-CUffS BOX AOJUSrABLC •• TO »-^T7 3t4'2K-1/42'I/?'£}tt:6--5 3/4"31DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wo =Depth of Gutter at Inlet, dc =Width of Inlet Grate, W, sLength of Inlet Grate, L| =5.50|in0.461ft15.001in1.001in17.751in1.251ft0.081ft1.481ft35.25)in2.941ftPavement X-Slope at Inlet, SpSlope of Gutter at Inlet, So =Manning's RoughnessCoefficient for Gutter, ng =Manning's RoughnessCoefficient for Pavement, np =0.50%0.016INLET INTERCEPTION CAPACITY \ PONDED INLET- WEIR VERSUS ORIFICE OPERATIONCalculate Capacity of Grate Inlet OperatingQi-w = CwPcYd-'51 Weir«••mwhereQI.W = Weir - Intel Interception Capadty (cfe)Cw= Weir CoefficientPG = Perimeter of Grate, Excluding Bar Widths and Side Against Curb (ft)Yd = Depth of Water Above the Grate (ft)Weir Coefficient, Ci»sPerimeter of Grate, Pg3.60|ftDepth of Water Above the Grate, y^ =Weir - Inlet Interception Capacity, Q^ ••I Calculate Capacity of Grate Inlet Operating as an Orifice<3;-o = CoA(;(25yd)"-5 d^ere Qw = Orifice - Inlet Interception Capacity (cfs)Co = Orifice CoeffteientAQ = Clear Opening Area of Grate (ft2)g = Gravitational Constant (ft/sec )Yd = Depth of Water Above the Grate (ft)0.2511.501'ftlcfs671.64|gpmOrifice Coefficient, Co =Clear OpeningAreaofGnte,Ao=Gravitational Constant, g'I_o_^^8l1ft232-T7lft/sec':Depth of Water Above the Grate, y^Orfflce - Inlet Interception Capacity, Qws:0255.083N:l2605\025Cesign Docs\Calcs\Stonn Water Analyaes\lntet Interception Analyses\lnlet-01-F_Sag_Basin-01-J_25-YR.xlsxPage 1 of 2Printed On: 9/140017-11:01 AM
MorrisonMaierle<>ft(jTrir^rs >Ltr*'<tylin'i'& }^it^r'^ ^ ^Ciil^t[^lsINLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-J | Combination Manhole & Inlet #1-1-FDESIGN INLET INTERCEPTION CAPACITY | PONDED INLETCalculate Design Inlet Interception Capacity-.&(?p whereQl=tcDesign Storm Runoffto Inlet, Q^ =Inlet Discharge Reduction Due toTn»h Accummulation or CloggingRunoff Intercepted by Inlet, Q^ =QI = Design Inlet Interception Capacity (cfs)Qp = Design Peak Storm Runoff to Inlet (cfs)EG = Inlet Grate Efficiency (%)I 1.20|cfs Inlet Grate Efflciency, Ea = | 80%|Design Inlet Interception Captclty, Q| = | 150)20%1 (Minimum of Weir and Orifice Capacities) => WEIR OPERATION1.20 cfsCalculate Inlet Interception Capacities for Various Runoff DepthsWater Depth Grate Weir Operation Adjusted WeirAbove Gutter, y,i Efficiency, Inlet Capacity, Q|.W Inlet Capacity, Q't(ft) Ee(%) (cfs) (cfs)0.0580%0.130.11Orifice OperationInlet Capacity, Q|_()(cfs)2.27Adjusted OrificeInlet Capacity, Q"i_o(cfs)1.81DesignInlet Capacity, Q|(cfs)0.110.1080%0.380.303.212560.300.1580%0.690.553.933.140.550.2080%1.060.854.533.630.850.2580%1.491.195.074,061.190.3080%1.951.565.554.441.560.4080%3.012.41e.415.132.410.5080%4.213.367.175.743.360.7580%7.736.188.787.026.181.0080%11.899.5210.148.118.11Inlet Capacity Summary14.0012.00I10.00>1!g8.00 -I&2n. 6.004.00^r2.00i•Weir Operation•Adjusted Weir Operation-Orifice Operation•Adjusted Orifice Operations•Design Operation0.000.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Depth of Runoff Above Inlet Grate (ft)N:l2605\02aDeaign DocslCalcs\Slorm Water Analyawtlntot Interception Analy«e«\lntet41-F_Sag_Basin-01^_25-YRjd8XPage 2 of 2Printed On: 9f14Q017 -11:01 AM
f.[irnIIfic[I[I(1(!li[1uuuutiu•S Mol'r'i?onMaierleINLET INTERCEPTION CAPACITT ANALYSESCatron Crossing - Subbasin 1-K | Existing Inlet #1.150.00306XPost-Development 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2, 5,10, 25,50,or 100)INLET CHARACTERISTICSYearsny^^^y1.36 3rt-3S 1/<-rA(<-1 1/2- -»1 f^' 1/4' ^ |ia^^^^^^HR?^ (^cwBOX ADJUSTABLE S- TO f5 3W33-43"'7 3/4ZK-1/4r3-&I/?-4-•f7i's^S^r*L3DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wo'Depth of Gutter at Inlet, dg =Width of Inlet Grate, W,=Length of Inlet Grate, L]=I 5.50|in15.001in1.001in17.751in35.251in0.461ft1.251ft0.081ft1.481ft2.941ftPavement X-Slope at Intel, Sp ;Slope of Gutter at Inlet, So =Manning's RoughneasCoefficient for Gutter, ng =Manning'* Roughnea*Coefficient for Pavement, np =I 3.00%|I 0.72%|I 0.016|INLET INTERCEPTION CAPACITY \ PONDED INLET- WEIR VERSUS ORIFICE OPERATIONCalculate Capacity of Grate Inlet Operating as a WeirQi-w = CwPaya1-5B»ft^KKS9S:n-whereQI.W = Weir - Intel Interception Capadty (cfs)Cw = Weir CoefficientPG = Perimeter of Grate, Excluding Bar Widths and Side Against Curt) (ft)YD = Depth of Water Above the Grate (ft)Weir Coefficient, Cw=Perimeter of Grate, Pg =3.3013.601IftDepth of Water Above the Gnte, y^ =Weir- Inlet Interception Capacity, Q|.W;0.431ftI 3.37|cfs1514.01|gpmCalculate Capacity of Grate Inlet Operating as an Orifice<?;-o = CoAa^gya)0'5 wheres:Orifice Coefnclent, Co =Clear OpeningArea of Grate, Ao=Gravitational Constant, g'0.70lAllft2QK> = Orifice - Inlet Interception Capadty (cfs)Co = Orifice CoefficientAs = Clear Opening Area of Grate (ft2)g = Gravitational Constant (ft/sec2)Vd = Depth of Water Above the Grate (ft)Depth of Water Above the Grate,y^ =Orifice • Inlet Interception Capacity, Q|^) =0.436.663^17|ft/sec-:N:\2605102S\De8ignOocslCalcslSlonn Water AnalyaesMolet Interception Analyses\lnlet-01-l-150-00306X_Sat_8asin-01-K_25-YR.xlsxPage 1 of 2Printed On: 9rt4Q017-5:25 PM
•S Mol'rl?onMaierle<;j *Q. ci^'i/f s 11. f •'<t'i \J1 ^ ^1'^!'T'J<" ;• .^t'1t.k'^^^t^INLET INTERCEPTION CAPACITY ANALYSESCatron Crossing - Subbasin 1-K | Existing Inlet #1.150.00306XDESIGN INLET INTERCEPTION CAPACITY \ PONDED INLETi^alculate Design Inlet Interception CapacityQp where(?'=^Design Storm Runoff to Inlet, Q^ =Inlet Discharge Reduction Due toTra»h Accummulation or CloggingRunoff Intercepted by Inlet, Q^ =Q| = Design Inlet Interception Capaaty (cis)Qp = Design Peak Storm Runoffto Inlet (cfs)Es = Inlet Grate Efficiency (%)2.701cfs20%Inlet Grate Efficiency, Eo =Design Inlet Interception Captcity, Q| '80%3.37(Minimum of Weir and Oriffce Capadties) => WEIR OPERATION2.70 cfsCalculate Inlet Interception Capacities for Various Runoff DepthsWater Depth Grate Weir OperationAbove Gutter, y,j Efficiency, Inlet Capacity, Q].W(ft) EG (%) (Cfs)0.0580%0.13Adjusted WeirInlet Capacity, Q\(cfs)0.11Orifice OperationInlet Capacity, Q|^)(cfs)2.27Adjusted OrificeInlet Capacity, Q\o(cfs)1.81DesignInlet Capacity, Q|0.110.1080%0.380.303.212.560.300.1580%0.690.553.933.140.550.2080%1.060.854.533.630.850.2580%1.491.195.074.061.190.3080%1.951.565.554.441.560.4080%3.012.416.415.132.410.5080%4.213.367.175.743.360.7580%7.736.188.787.026.1810080%11.898.5210.148.118.11Inlet Capacity Summary14.0012,0010.00III8.006.004.002.000.00'^•Weir Operation•Adjusted Weir OperationOrifice Operation-Adjusted Orifice Operations-Design Operation0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0,80 0.90 1.00Depth of Runoff Above Inlet Grate (ft)N:\2605«)2aD»ign Doca\CalcstSlorm Water Analy»s\lnlet Inteneption Analyses\lnlet-01-l-150-00306X.Sa|)_Ba«n-01-K_25-YR.«laxPage 2 of 2Printed On: 9/140017-5:25PM
nnnn(1n[i[1D[}I[][!I]1Ju[Juur M°.rl'l?onMaierlefi'.qiiK-yorr, [j'lti'iiINLET INTERCEPTION CAPACITT ANALYSESCatron Crossing - Subbasin 1-L | Existing Inlet #1.150.00306Post-Development 25 Year Design Storm FrequencyDesign Storm Frequency;(Enter WQual, 2, 5,10, 25,50,or 100)INLET CHARACTERISTICS25| YearsIr7^^J?363/*-3S 1/4-.1 I/?' —^ 1-—1 1/4'^^^^^T??^?^cuns BOX <OJUSMSLE <- ro ••^17 3/4-2K'1 1/4'-2'1/?4-Fts^'^33'43fc-5 3/4-31-DESIGN CONSTANTSCurb Height at Inlet, he =Width of Gutter at Inlet, Wg'Depth of Gutter at Inlet, dg=Width of Inlet Grate, Wi=Length of Inlet Grate, L| =5.501in15.001in1.001in17.751in35.251in1.25|ft0.081ft1.481ft2,941ftPavement X-Slope at Inlet, SpSlope of Gutter at Inlet, So =Manning's RoughnessCoefficient for Gutter, no =Manning'* RoughnessCoefficient for Pavement, np =3.00%0.52%0.0160.016INLET INTERCEPTION CAPACITY \ PONDED INLET- WEIR VERSUS ORIFICE OPERATIONCalculate Capacity of Grate Inlet Operating as a WeirQi-w = Cw/'cyd1'5-^.^WUtwhereWeir Coefficient, Cw=Perimeter of Grate, PQ3.601ftQW = Weir - Intel Interception Capacity (cfs)Cv»= Weir CoefficientPS = Perimeter of Grate, Exduding Bar Widths and Side Against Curb (ft)Yd= Depth of Water Above the Grate (ft)Depth of Water Above the Grate, y,j sWeir • Inlet Interception Capacity, Q^=1.82|cfs3.44818.89lin|9pmCalculate Capacity of Grate Inlet Operating as an Orifice<?,-o = CoA^Zgy^)05•mwhereOrifice Coefficient, Co =Clear OpeningArea of Grate, Ao=Gravitational Constant, gIft2Ift/sec"QIO a Orifice - Inlet Interception Capadty (cfs)Co = Orifice CoefficientAe = Clear Opening Area of Grate (ft2)g = Gravitational Constant (ft/sec)Yd = Depth of Water Above the Grate (ft)Depth of Water Above the Grate, y< sOrifice - Inlet Interception Capacity, Q|^| :2435.941N:>2605W25Uesign Docs\CalcslStorm Water AnalysesVnlet Interception Analyse8\lnlet-01-l-150-00306_Sa|)_Basin-01-l._25-YRj(lsxPage 1 of 2Printed On: 11W2017-9:35AM
r M°.r'rl?onMaierley':"'s p'ttlrINLET INTERCEPTION CAPACITy ANALYSESCatron Crossing - Subbasin 1-L | Existing Inlet #1.150.00306DESIGN INLET INTERCEPTION CAPACITY | PONDED INLETf-Calculate Design Inlet Interception CapacityQp where<?/=tDesign Storm Runoffto Inlet, Q<i =Inlet Discharge Reduction Due toTrash Accummulation or CloggingRunoff Intercepted by Inlet, Q^ =Q| = Design Inlet Interception Capacity (cfs)Qp = Design Peak Storm Runoff to Inlet (cfs)EG = Inlet Grate Efficiency (%)Inlet Grate Efficiency, Eg=Design Inlet Interception Capacity, Q|80%1.82(Minimum of Weir and Orifice Capacities) => WEIR OPERATION1.46 cfsCalculate Inlet Interception Capacities for Various Runoff DepthsWater Depth Grate Weir OperationAbove Gutter, y^ Efficiency, Inlet Capacity, Q|(ft) EG (%) (Cfe)0.0580%0.13Adjusted WeirInlet Capacity, Q\(cfe)0.11Orifice OperationInlet Capacity, QU)(cfs)2.27Adjusted OrificeInlet Capacity, Q'|Q(cfs)1.81DesignInlet Capacity, Q|(cfs)0.110.1080%0.380.303.212.560.300.1580%0.660.553.933.140.550.2080%1.060.854.533.630.850.2580%1.491.195.074.061.190.3080%1.951.565.554.441.560.4080%3.012.416.415.132.410.5080%4.213.367.175.743.360.7580%7736188.787.026.181.0080%11.898.5210.148.118.11Inlet Capacity Summary14.0012.0010.00I18.00 46.004.002.000.00'^^riIj•Weir Operation•Adjusted Weir Operation• Orifice Operation•Adjusted Orifice Operations-Design Operation0.00 0,10 0.20 0.30 0.40 0.50 0.60 0.70 0.80Depth of Runoff Above Inlet Grate (ft)0.90 1.00N;>2605W25\Desjgn DocstCakslStorm Water AnalywaMntet Intereeptnn Andy«e»tlntet-01+15(MM306_Sag_8aMi-01-L_25-YRjllsxPage 2 of 2Printed On: 11/8c017-9:35 AM
nn[1nnnnI][}II[1IIuli1]uuuus.APPENDIX CPIPE SIZING SUMMARIESI Morrisoni Maierleengineers surveyors planners scientists
nnnrAn[]cuni!uuuuuL!L•S Morl'l?onMaierle'<'<»(fil)t-r[» SL'ivtyC'K pt»|i"<"4 t(.l<*"|i^IiPIPE SIZING ANALYSESPipe P-1-A | Post-Development - 25 Year Design Storm Frequency=Design Storm Frequency(Enter WQual, 2,5,10,25,50, or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 1 A - A Avenue S Portion of Catamount Street RunoffCombination Manhole & Inlet #1-1-AManning Formula1.05461cf3S.OOIft/sec8.031in12.1001in6.051in0.012I2.00|%I 50.62|in2Design Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vnu, =Design Minimum Full Flow Pipe Diameter, Dmin;Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A" =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n'/niuii =Manning Roughne»» at Dealgn Minimum Velocity, n' =Design Minimum Pipe Slop* at De»ign Minimum Velocity, S''DESIGN VALUE RESULTSNormal Depth it Design Slope, dn =Crost-Sectional Flow An* at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Rtdlu* at De»ign Slope, Rh =Top Width of Flow *t Dwlgn Slope, T =Manning Roughnea* Ratio at Design Slope, n/niuiManning Roughness at Design Slope, n sCritical Depth at Design Flow Rate, dc =Critical Slope at Design Flow Rate, S,; =Flow Type sVelocity of Flow at Deaign Slope, V =Pipe Full Flow Rate at Design Slope, Qfui =Pipe Percent Full =N:t2605l02RDesian DocslCalcs\Storm Water Analyses\Pipe Sizing AnalyaM\P-01-A.BasM1-AJZ5-YRjiln0.671ft1.011ft0.501ftI 0.02001ftffl046|ft0.35|ft2J^Jin = | 1.49|ft2.83|in1.260.015064|%4.49|ft/sec2504.74|gpm18.90%|12.104.061in03433.83lin20.231.25|ft14.951in2.261in0.191142lin0.954.061.280.0155.171in0.430.791%0.0079Subcritical5.58Page 1 of 1Printed On: 8f30C017-3:18 PM
MorrisonMaierlefrng'Dttft turveyofi pidiii'ii"'s(14PIPE SIZING ANALYSESPipe P-1-B | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2, 5,10, 25,50,or 100)25| YearsDESIGN INPUT DA TAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 18 - A Avenue & Pipe P-1-ACombination Manhole & Inlet #1-1-8Manning FormulaLDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^n =Design Minimum Full Flow Pipe Diameter, D^nDesign Pipe Diameter, D =Design Pipe Radius, r=Manning's Roughness Coefficient - Full, niuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANAL YSISNormal Depth at Design Minimum Velocity, d', =Crosa-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughnes* Ratio at Design Min. Velocity, n'/nfuii =Manning Roughness at Design Minimum Velocity, n' =De*lgn Minimum Pipe Slope *t Design Minimum Velocity, S'DESIGN VALUE RESULTS2.1158|cfsNormal Depth »t Design Slope, dn =Crott-Sectional Flow Area at Dealgn Slope, A =Wetted Perimeter at Design Slope, P sHydraulic Radius at Design Slope, R|, sTop Width of Flow at Design Slope, T sManning Roughness Ratio at Design Slope, n/n^ii;Manning Roughness at Deaign Slope, n =Critical Depth at Design Flow Rate, dcsCritical Slope at Design Flow Rate,S;sFlow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =3.00|ft/sec11.371in »12.1001in]r0.0122.001%9.991in10156ln227.591in3.681in0.34|%5.87)in55.33|in218.651in2.971in12.09|in949.66|gpm0951.011ft0.50ft0.02001ftfft0831ftOTllft22.301ft0.31I_1^1i1.550.251ft1.250.01512.105.877.44|in =0.84|% | 0.0084|ft/ftSubcritical5.51|ft/sec2504.74|gpmN:Q605W2aDesignOocslCakslStonn Water Analyses\Pipe Sizing Analy»e3tP-01-6_Ba8in-01-A+B_25-YRjd<xPage 1 of 1Printed On; W3(V2017-3:51 PM
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lPIPE SIZING ANALYSESPipe P-1-C | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 1C - Overflow from Eastern Portions of Lots 8 and 9Manning Formula16635lcfs3.001fVsec10.081in12.1001in6.051in0.0121.001%7931in79.85lin222.831in3.501inDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vna, =Design Minimum Full Flow Pipe Diameter, D^ ••Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, n(uii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' sHydraulic Radius at Design Minimum Velocity, R'h =Manning Roughneas Ratio at De»ign Min. Velocity, n'/Hfuii =Manning Roughness *t De»ign Minimum Velocity, n' =Deaign Minimum Pipe Slope *t Detlgn Minimum Velocity, S- =DESIGN VALUE RESULTSNormal Depth »t Design Slope, dp sCro*»-Sectional Flow Are* at De*lgn Slop*, A =Wetted Perimeter at Design Slope, P sHydraulic Radlu* at Design Slope, Rh sTop Width of Flow at Design Slope, T sManning Roughness Ratio at Detlgn Slope, n/n»Manning Roughness at Dealgn Slope, n =Critical Depth at Design Flow Rate,d,, =Critical Slope at Design Flow Rate,Sc =Flow Type sVelocity of Flow at De»ign Slope, V =Pipe Full Flow Rate at Design Slope, Qu =Pipe Percent Full =N:12605\025U)esian Docs\CalcslStotm Water Analy«e«V(ie Sizing AnalyseaV-01-C_Ba»M1-C_25-YR.xlsx0.841ft1011ft0.501ft0.01001ftffi0660:55|ft21.901ft0.291ft1 170.0140.0042|ft/ft0.82|% | 0.00821ffflSubcritical3.95|cfs =4.02|ft/sec1771.12hpm12.106.221in0.5259.56lin20.41 Ift21.6l|ft19.351in0.261Ft3.081in12.101in =1.011ft6.221.2410.0156.561in0.551ftPage 1 of 1Printed On: 8fl0/2017-3:01 PM
MorrisonMaierleveyOri plPIPE SIZING ANALYSESPipe P-1-D | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Pipe P-1-B& Pipe P-1-CManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vin,, =Design Minimum Full Flow Pipe Diameter, Dnn,'Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, niuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Crosa-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Deaign Minimum Velocity, P' =Hydraulic Radiu* at Design Minimum Velocity, R'h =Manning Roughnef Ratio at Dealgn Min. Velocity, n'/nfui sManning Rouflhne** at Design Minimum Velocity, n' =De»lgn Minimum Pipe Slope *t Detlgn Minimum Vetocity, S' sDESIGN VALUE RESULTSNormal Depth at Design Slope, dn =Crof-Sectional Flow Area at Design Slope, A =Wetted Perimeter at De»lgn Slope, P =Hydraulic Rtdlu* at Design Slope, RhsTop Width of Flow at Design Slope, T =Manning Roughness Ratio at De»lgn Slope, nln^Manning Roughness at Dealgn Slope, n sCritical Depth at Design Flow Rate,dc =Critical Slope at Design Flow Rate, S, sFlow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =3.28143.001ft/sec14.161in14.9007.451in0.0121.061%1.181ft1.24I o.oio6|ftm1262n2157.5134.84n4.521in_09|ft20.00251iftfft8.061in96.29|in224.631in3.911in8.78|0.781li n0.670.67lft22.050.331.248.061.230.01514.901%Subcritical0.731I0.00781ftffi4.91lft/sec3175.16|gpm46.39%N:l2605U)25\Design Doca\Cates\Sto(m Water Analyws\Pipe Sizing Analy»eslP-01.0_Ba«M1-A-C_25-YRji)»xPage 1 of 1Printed On: 9/140)17-12:46 PM
[;11nnn[;n[1[,D[j!;liL'uuIju[jMorrisonMaierlep:PIPE SIZING ANALYSESPipe P-1-E | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)DESIGN INPUT DATAYearsContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 1D - Overflow from Central Portions of Lots 8 and 9Manning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn,n =Design Minimum Full Flow Pipe Diameter, Dn,,, sDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughnesa Coefficient - Full, ftfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n'/niuii =Manning Roughness at Design Minimum Velocity, n' =Design Minimum Pipe Slope at De»lgn Minimum Velocity, S'DESIGN VALUE RESULTSNonnal Depth *t Design Slope, dn =Crof-Sectional Flow Area at Deaign Slope, A =Wetted Perimeter *t Design Slope, P =Hydraulic Rtdiua at Design Slope, Rh =Top WMth of Flow at Design Slope, T sManning Roughne** Ratio it Design Slope, nln^ ••Manning Roughnes* at Design Slope, n =Critical Depth at Deaign Flow Rate,dc "Critical Slope at Design Flow Rate,S;=Flow Type =VelocKy of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =I 2.2366|cfs1003.86|gpm3.001ft/sec11.691in0.9712.1001in1.016.0511n0.500.012o.oiooifim1.001%10.671in107.36|in229^531in0.89|ft075|ft22.46|ft1,060.013-72-63|in2I 21.55|in3.371in11.831in12.100.610.501.80[ftI0.280.991ft7.311.200.0147661in0.641ft0.851%0.00851ftfftSubcritical4.431ft/sec1771.12|gpm56.68%I 395|cfsN;B605W25\Design Docs\CalcstStorm Water Analyses\Pipe Sizing Analysm\P-01-E_Basin-01-0_25-YR.xlsxPage 1 of 1Printed On: 9/13/2017-11:51 AM
•S Morr'l?onMaierlePIPE SIZING ANALYSESPipe P-1-F | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency = |_^j Years(Enter WQual, 2,5,10,25,50, or 100)DESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 1 F - X Street & Portion of Adjacent Property RunoffCombination Manhole & Inlet #I-1-DManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vmm =Design Minimum Full Flow Pipe Diameter, Dn,inDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, nyi =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Crost-Sectional Flow Area at Design Minimum Velocity, A'sWetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'|, =Manning Roughness Ratio at Deaign Min. Velocity, n'/nfuii =Manning Roughness at Design Minimum Velocity, n' sDe»lgn Minimum Pipe Slope at Detign Minimum Velocity, S''DESIGN VALUE RESULTSNormal Depth at Design Slope, dn =Crott-Sedional Flow Aw* at Design Slope, A =Wetted Perimeter *t De»lgn Slope, P =Hydraulic Rtdiu* at Design Slope, R|, =Top Wklth of Flow at Dwlgn Slope, T sManning Roughne** Ratio at Detlgn Slope, n/HfManning Roughness at Design Slope, n =Critical Depth at Design Flow Rate,dc =Critical Slope at Design Flow Rate,Sc =Flow Type =Velocity of Flow at Design Slope, V sPipe Full Flow Rate at Design Slope, Qyi =Pipe Percent Full =0.63021cfsS.OOIft/sec6.211in12.1001in6.051in0.012|2.001%I 282.87|gpm0.500.02003.74|30.25114.27inin2in0.311ft0.2lllt21.191ftI 0.18|ft1.29(312|0.2623.49|in20,16lft212.891in1.071.821in0.15121010.591in0.881.29|0.0153.12I3.961in0.33f0.791%0.0079ftfftSubcritical3.86Jft/secI 5.58|cfs = | 2504.74|gpm11.29%|N:\2605U2aOeaan DocalCateslStofm Water Analyses\Pipe Sizing Analy>es\P-01-F_Basin-01-F_25-YR.«lsxPage 1 of 1Printed On: 9/13c017-3:18PM
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'tb^l<PIPE SIZING ANALYSESPipe P-1-G | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency = |_2^j Years(Enter WQual, 2, 5,10,25, 50,or 100)DESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Pipe P-1-D, Pipe P-1-E, & Pipe P-1-FManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^n =Design Minimum Full Flow Pipe Diameter, D^;Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coafficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANAL YSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n'/niuii =Manning Roughness at Design Minimum Velocity, n' =Design Minimum Pipe Slope at Design Minimum Velocity, S'DESIGN VALUE RESULTS7.22501cfeS.OOIft/sec21.011in18.0001in9.001in0.012I0.69|%3242.82|gpm1750.750.00691ftm10950.911ftnn2 -2.4llft2346.8080.886.741ftn4.290.361ftn1.200.0140.331%0.00331ft/ftNormal Depth at Design Slope, d,sCrost-Sectional Flow Are* at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radlut at Dealgn Slope, Rh sTop Width of Flow at Dwign Slope, T =Manning Roughne»» Ratio *t Dealgn Slope, nln^ ••Manning Roughne»» at Dealgn Slope, n sCritical Depth »t Dealfln Flow Rate,dc =Critical Slope tt Deslfln Flow Rate,S,sFlow Type =Velocity of Flow at Design Slope, V sPipe Full Flow Rate at Design Slope, QM| =Pipe Percent Full =12.98196.40:36.511|inlin2n5.381in16.151in12.491in0.781%SupercriticalI 9.47|cfs5.301ft/sec4250.95|gpm76.28%18.00I1.08|ft1.36lft23.041ft0.451ft1.351ft 12.981 140.0141.040.00781MtN:l26051025\DesignDocslCalcs\Storm Water Analyses\Pipe Sizing Analy»Mtf'-01-G_Basin-OI-A-F_25-YR.xla«Page 1 of 1Printed On: OT4B017-1:05 PM
MorrisonMaierle;1 vCfl-'r> pi<*|1i'K'PIPE SIZING ANALYSESPipe P-1-H | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YeareDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin 1G-Overflow from Central Portion of Lot 9 and Eastern Half of Lot 10Manning FormulaDesign Minimum Flow Rate, Qp=Design Minimum Flow Velocity, Vmn =Design Minimum Full Flow Pipe Diameter, DminDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n7n(uii=Manning Roughnes* at De»lfln Minimum Velocity, n' =Detlgn Minimum Pipe Slop* •t Dt»lgn Minimum Velocity, S' =DESIGN VALUE RESULTS1.38111cf3S.OOIft/sec9.191iii12.1001in6.051inI 0.012|1.001%Normal Depth at Design Slope, dn sCrott-Sectionat Flow An* *t De»lgn Slope, A =Wetted Perimeter at De»lfln Slope, P sHydraulic Radius at De»lgn Slope, Rh =Top Width of Flow at Design Slope, T sManning Roughness Ratio *t Design Slope, n/n(uiiManning Roughness at Design Slope, n =Critical Depth at Design Flow Rate,dc =Critical Slope at Design Flow Rate, Sc =Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =L0.771.011ft0.501ft6.781in66.29|in220.471in0.561ft0.46lft21.711ft3.241in0.271ftI_1^15.621in52.27|in218.141in2.881in12.071in1.510241ft1.011f[1.260.8112.105.62li n1%Subcritical0.500.00811ftfft[ 3.95|cfs3.81lft/sec1771.12|gpm35.00%N:l2605U25\De»ii|n Oocs\Calcs\Stomi Water Analyse8\Pipe Sizing AnalyaeslP-014<_Ba«M1-<3_25-YRjdixPage 1 of 1Printed On: 9f13C017-5:42 PM
nnnnr:[]f![,~IfjII[1[Iuuuu[Iu•• Morl'l?onMaierlePIPE SIZING ANALYSESPipe P-1-J | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency = |_2^| Years(Enter WQual, 2,5,10,25,50, or 100)DESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasin U - X Street S Portion of Adjacent Property RunoffCombination Manhole & Inlet #1-1-FManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn*, =Design Minimum Full Flow Pipe Diameter, D^nDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'|, =Manning Roughnes» Ratio at Design Min. Velocity, n'ln^ =Manning Roughness at Design Minimum Velocity, n' =Design Minimum Pipe Slope at Design Minimum Velocity, S''DESIGN VALUE RESULTS1.19711cf3S.OOIft/sec8.551in12.1001in6.051in0.012I2.00|%0.711.010.50I 0.02001ftffl6.051inI 5746|in2s:040|1.581Ift2Ift_^jin = | 0.25|ft1.25|0.01510.58|%4.331inI 36^98|in215.521inI 11.60|in5.521linNormal Depth at Design Slope, dn =Croas-Sectional Flow Area at Design Slope, A =Wetted Perimeter *t Oetign Slope, P =Hydraulic R*diu» »t Design Slope, Rh sTop Width of Ftow at Dwlgn Slope, T =Manning Roughnea* Ratio at Dealgn Slope, n/niuiiManning Roughne** at Design Slope, n =Cridcal Depth at Design Flow Rate,dc =Critical Slope *t Design Flow Rate,Sc =Flow Type sVelocity of Flow at De»ign Slope, V =Pipe Full Flow Rate at Design Slope, Qyi =Pipe Percent Full =N;l2605l025\DMign DocslCdcslStofm Water Analyses\Pipe Sizing AnalyseslP-01J_Bash-01-J_25-YR.xlsx0.8011%Subcritical4.661ft/sec2504.74|gpm21.45%0.360.26I1.29[ft0.2012100.971.284.330,015\0.461fto.00801ftmPage 1 of 1Printed On: 9/14f2017-11;28AM
iS M°.r'l'l?oni MaierlevtyVj. p'Ai'ilPIPE SIZING ANALYSESPipe P-1-K | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Pipe P-1-G, Pipe P-1-H.& Pipe P-1-JManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^, =Design Minimum Full Flow Pipe Diameter, Dn,;,,Design Pipe Diameter, D =Design Pipe Radiu»,r=Manning's Roughness Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at De»ign Minimum Velocity, d'n =Croaa-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Detign Minimum Velocity, P' =Hydraulic Radiu* at Design Minimum Velocity, R'h =Manning Roughnef Ratio at Oe»ign Min. Velocity, n'/niuii =Manning Roughne»» at Deaign Minimum Velocity, n' =De»lgn Minimum Pipe Slope at D»»ign Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth at Dealgn Slope, dn =Crost-Sectional Flow Area •t Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radlu» at De»ign Slope, R|, sTop Width of Flow at Design Slope, T =Manning Roughne»» Ratio at Design Slope, nln,^Manning Roughne»$ at Design Slope, n =Critical Depth at Design Flow Rate,dc =Critical Slope at Design Flow Rate, S,; =Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =9.53111cf8S.OOIft/secI 24.14|in).100lin12.05n0.0120.30Ift%2.01ft1.00ft0.00302375inn2457.4981.50n5.611in1.981ft318|ft26.791ftI 047|ft0.00161ft/ft16.501in332.83|in246.971in7.091in22.401in2.31|3.91|1.16|16.5013.2310.65|lin1%L0.0065iIftIftft2410SupercriticalI 4.12|ft/secI 13.57|cfs = | 6092.00|gpm70.22%|N:l2605B25UesjgnDocslCal<3tSloim Water AnalyaesVipe Sizing ^laly»estP-01-K.BasM1-A^_25-YR.)dsxPage 1 of 1Printed On: 9/14fi017-3:02PM
n\\nnn[1nrI,[J[]II[j[Iuuuuur Morrl?onMaierleP'OI^IPIPE SIZING ANALYSESPipe P-1-M | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2, 5,10,25, 50,or 100)YearsDESIGN INPUT DA TAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins1-Ato1-LS1-Nto1-SPipe P-1-L, Pipe P-1-N, & Storm Drain MH #M-02Manning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn.in =Design Minimum Full Flow Pipe Diameter, DminDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, n,^ =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'|, =Manning Roughness Ratio at Design Min. Velocity, n'/niuii =Manning Roughness at Deaign Minimum Velocity, n' =Design Minimum Pipe Slope at Design Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth tt Design Slopfl, dn =Cro»»-Sectiontl Flow Area at Design Slope, A =Wetted Perimeter at De»ign Slope, P sHydraulic Radiua at De»ign Slope, RhaTop Width of Flow st Design Slope, T sManning Roughnea* Ratio *t Detlgn Slope, nln^Manning Roughness at Design Slope, n sCriUcal Depth at De»lgn Flow Rate,dc sCritical Slope at Dealgn Flow Rate,S, sFlow Type =Velocity of Flow at Design Slopa, V =Pipe Full Flow Rate at Design Slope, Qfuii =Pipe Percent Full =3.00|ft/sec16.7004lcfsI31.951in.115.05n0.0120.70%I 266|ft2.511.25I 0.00701ftfft24.56)in801.62|in2121.271in6.611inL557|10.11Ift2Ift055|ftI 109|I 0.16|%0.0016|ft/ftI 37.51 |cfs30.1015.931in1.33382.30|in22.65|ft249041in4.091ft7.791in0651ft30.051in2.501ft15.931.240.01516.561in1.380.611%0.00611ftfftSubcritical6.29Ifysec16835.01|gpm44.52%N:l2605W25Uesign Dora\Calcs\Stotm Water Analyses\Pipe Sizing Analy8ealP-01-M_Basin-01 -A-S_25.YRjdsxPage 1 of 1Printed On: 11/13B017-3:33PM
.£ Morrisoni Maierle^»Ut^^<l*'f^ ^uf ^t'yC^^'i p[^i'if><' S ^i^t'flti^l<'PIPE SIZING ANALYSESPipe P-1-N | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10,25, 50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:FricUon Analysis Method:Subbasins 1-K, 1-L, 1-N, 1-0, 1-P, 1-Q, 1-R, & 1-SPipe P-1 -0 & Storm Drain MH #M-03Manning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn»n =De»ign Minimum Full Flow Pipe Diameter, Dmu,Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, n^ii =Design Pipe Slope, S =I 3.00|ft/sec21.751in24.1001in12.051in[""—^StI 2.11|% | 0.021 l|ftfftDESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Croas-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughnes* Ratio at Design Min. Velocity, n'/Hiuu =Manning Rouflhnes* at Design Minimum Velocity, n' =Design Minimum Pipe Slop* *t Dttlgn Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth at De»tgn Slope, dn =Cro»»-Sectional Flow Area at Design Slop*, A sWetted Perimeter at Design Slope, P sHydraulic Radiu* at Design Slope, RhsTop Width of Flow at Design Slope, T sManning Roughness Ratio at Dealgn Slope, n/nfu,'Manning Roughneas at Design Slope, n =Critical Depth at Design Flow Rate, dc =Critical Slope at Design Flow Rate,S, =Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Q^i =Pipe Percent Full =18.301in371.68|in251.001in7.291in1.531ft2.58lft24.251ft0.611ft1.120.0130.0014|ft/ft8.631in146.86|in230.931iii4.751in23.111in11.86|ilin0.721.02lft22.580.401ft1.931ft1.28s'*8.630.0150.991ft24.100.65|% | 0.0065|ftfftSubcritical7.59|ft/sec16173.8519pm21.49%N:t260a025\Design Docs\Caks\Stofm Water AnalysesVPipe Sizing Analy>eslP-01-N_Ba8in-01-K-S_25-YRjdaxPage 1 of 1Printed On: 11/10ff017-5:31PM
nflnn[!11nflnI]uIII]uuuuuuMorrisonMaierle*''tgifi('cfi i.UI'/Cyyii pi*('ir'!^'^ i.(;]<"^tiSlSPIPE SIZING ANALYSESPipe P-1-0 | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency = |_Hj Years(Enter WQual, 2,5,10, 25,50,or 100)DESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins 1-K, 1-L, 1-N, 1-0, 1-P, 1-Q, 1-R, & 1-SPipe P-1-P & Storm Drain MH #M-04Manning FormulaDesign Minimum Flow Rate, Qp=Deaign Minimum Flow Velocity, V^, =Design Minimum Full Flow Pipe Diameter, Dn»,;Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, niuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at De»ign Minimum Velocity, P- =Hydraulic Radius at Design Minimum Velocity, R'|, =Manning Roughness Ratio *t Dealgn Min. Valoclty, n'/nu =Manning Roughness *t Deaign Minimum Velocity, n' =Dealgn Minimum Pipe Slope «t Detign Minimum Velocity, S';DESIGN VALUE RESULTS7.74341cfs3475.48|gpm3.001ft/sec2175lin1.8124.1001in11ft12.051in1.001ft0.0121.501%0.01501fttft18.301in371.68|in251.001in1.53258lft24.251fl0.611ft1.1210.01310.0014|ft/ft9.441in165.74|in2I 32.6o|i|in5.081in23.531inNormal Depth at Design Slope, dn =Cro»»-Sectional Flow Are* at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radius at Design Slope, R|, sTop Width of Flow at Design Slope, T =Minnlng Roughness Ratio at Dealgn Slope, n/Hfui sManning Roughne»* at Design Slope, n =Critical Depth at Design Flow Rate,dc =CriUcal Slope at Design Flow Rate,S,sFlow Type =Velocity of Flow at Design Slope, V sPipe Full Flow Rate at Design Slope, Qyi sPipe Percent Full =N:\2605\025Cesign DocslCalcsffikxm Water AnalysesVipe Sizing Analy»e9V-01-0_Baam-01-K.S_25-YRj(lsx24.1011.861in0.791ft1.152721H0421ft1.961ft1.279.440.0150.991ft0.65|% | 0.0065|ft/ftSubcritical6.73|ft/sec30.35|cfs13622.13gpm25.51%|Page 1 of 1Printed On: 1f/10B017-4:56PM
r MOI'ri?oni Maierlevcyoi i p'aii"<lryPIPE SIZING ANALYSESPipe P-1-P | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins 1-K, 1-L, 1-N, 1-0, 1-P, 1-Q, & 1-RPipe P-1-Q & Storm Drain MH #M-05Manning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn«n =De»ign Minimum Full Flow Pipe Diameter, Dn»,Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughne»» Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cro»8-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at De»ign Minimum Velocity, P" =Hydraulic Radiu» at Design Minimum Velocity, R\ sManning Roughne»» Ratio at Dealgn Min. Velocity, n7nu =Manning Roughne** at Deaign Minimum Velocity, n' sDesign Minimum Pipe Slope at Oe»ign Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth at Design Slope, dn =Cro»»-Sectional Flow Aw* at Design Slope, A sWetted Perimeter »t Detign Slope, P =Hydraulic Rtdlua at Dealgn Slope, R|, aTop Width of Flow at Design Slope, T sManning Roughnesa Ratio at Design Slope, nln^Manning Roughne»» at Design Slope, n =Critical Depth at Design Flow Rate, d^ =Critical Slope at Design Flow Rate,Sc sFlow Type =Velocity of Flow at Design Slope, V sPipe Full Flow Rate at Design Slope, Qfuii =Pip6 Percent Full =7.03563.001ft/sec20.741in24.1001in12.051in0.0120.501%1.731ft2.011ft1.000.005016.72337.7147.44linlin2lin1.391ft2.35|ft23.951ft0.591ft1.15|0.01410.00161ftft12.071228.66|in237.901ir6.031in24.101in11.28|in1.01Tiglft23.160502.011.2512.070.01524.100.64|%Supercritical0.94|I 0.00641ftrft4.431ft/sec7864.741apm40.15%N:l2605l025Cesii|n DocslCalcslStorm Water AnalyaesVipe Sizing Analy»»tP-01-P_BasM1-K-R_25-YR.xlaxPage 1 of 1Printed On: 11/100017-2:07PM
nnnnfiI]f1(,[I{][1[I[1[Iuuuu[1*••MorrisonMaierleMJI vtyOfi pit* i inc-'^ SCientittiPIPE SIZING ANALYSESPipe P-1-Q | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2, 5,10,25,50, or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins 1-K, 1-L, 1-N, 1-0, 1-P,& 1-QPipe P-1-R & Storm Drain MH #M-06Manning Formula617503001ft/sec19.431in24.1001in12.051in0.012I0.50|%I 296.40143,64Design Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vmn =Design Minimum Full Flow Pipe Diameter, DminDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Deaign Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'|| =Manning Roughness Ratio at Deaign Min. Velocity, n'/niuii =Manning Roughne»» at Deaign Minimum Velocity, n' =Design Minimum Pipe Slope at De»lgn Minimum Velocity, S''DESIGN VALUE RESULTSNormal Depth at Design Slope, dp sCrott-Sectional Flow Ana at Design Slope, A =Wetted Perimeter *t De»ign Slope, P =Hydraulic Rtdiu* at Design Slope, R), =Top Width of Flow »t Design Slope, T =Manning Roughne»» Ratio •t Dettgn Slope, nln^,Manning Roughness at Design Slope, n sCritical Depth at Design Flow Rate,dc sCritical Slope at Design Flow Rate,S; =Flow Type =Velocity of Flow at De»ign Slope, V =Pipe Full Flow Rate at Design Slope, Qfyii =Pipe Percent Full =N;\2605W25Cesign Doca\Cahs\Storm Water Analysw\Pipe Sizing Analy>es\P-01-Q_Baain-01-K^Ji5-YRjd3x_oo|nlin2n3.64|ft6.791in1.190.0140.18|%oooi8|n/n11.231in208.35ln236.221in5.751in24.1024.041in10.540.631lin1%0.941.453.02|ft0.481ft2.001ft1.2611.230,0150.881ft0.00631ft/ftSupercritical4.271ft/sec7864.74|gpm35.24%Page 1 of 1PrintedOn: 11/10f2017-1:03PM
Mom'sonMaierle(•ngirifreft tur^fryOfl pl*!'iiPIPE SIZING ANALYSESPipe P-1-R | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10,25, 50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins1-K,1-L,1-N,1-0,&1-PPipeP-1-S,&PipeP-1-TManning FormulaDesign Minimum Flow Rate, Qp =Detign Minimum Flow Velocity, Vn», =Design Minimum Full Flow Pipe Diameter, Dn*;Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, Hfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Crof-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radiu* *t Design Minimum Velocity, R'h =Manning Roughne** Ratio *t Deslfln Min. Velocity, n'/niuii =Manning Roughnef at Deaign Minimum Velocity, n' =Detlgn Minimum Pipe Slope *t Dealfln Minimum Velocity, S''DESIGN VALUE RESULTS5.55542493.461apm3.001ft/sec18.431in1.541ft18.0001in1.501ft9.001in0.751f(0.0120.501%0.00501ftrft16.311in1.361ft266.5o1in21.85lft267.751in5.653.931in0331ft1.050.0130.281%0.00281ft/ftNormal Depth at Design Slope, dn =Cro»»-Sectional Flow Area *t Design Slope, A sWetted Perimeter at Design Slope, P =Hydraulic Radius at De»tgn Slope, Rh =Top Width of Flow at Design Slope, T sManning Roughne»s Ratio at Design Slope, n/niuiManning Roughness at Design Slope, n =Critical Depth at Design Flow Rate,d, =Critical Slope at Design Flow Rate, S^ =Flow Type =VelocKy of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Q(|,]| =Pipe Percent Full =I 12.19(in183.48|in234.801in5.271in2.901ft0.44I 1.40|fl 12.19I 0.91(ft18.000.73|%Supercritical4.363611.59169.04%Ift/seciOpmN:\26fla02aDe»gn OocslCalcslSlonn Water Analyses\Pipe Sizinj Analy«estP-01-R_Ba8in41-K-P_25-YR.xlaxPage 1 of 1Printed On: 11/9ff017-6:02PM
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'SPIPE SIZING ANALYSESPipe P-1-S | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2, 5,10,25,50, or 100)DESIGN INPUT DA TA25| YearsContributing Drainage Ba»in,Ba»ln», or Pipe:Friction Analysis Method:Subbasin 1-P - Future InletManning FormulaDesign Minimum Flow Rate, Qp=Design Minimum Flow Velocity, Vn,n =Design Minimum Full Flow Pipe Diameter, DminDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, n,uii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANAL YSISNormal Depth at Design Minimum Velocity, d'n =Cross-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n'/nu =Manning Roughneaa at Design Minimum Velocity, n' =Dealgn Minimum Pipe Slope at Design Minimum Velocity, S''DESIGN VALUE RESULTS1.42771cf33.001ft/sec9.341in12.1006.050.0121.001%Normal Depth at Design Slope, dn =Cro»»-Sectional Flow Area at Deaign Slope, A =Wetted Perimeter at Dealgn Slope, P =Hydraulic Radiu* at De»ign Slope, RhxTop Width of Flow at Design Slope, T =Manning Roughneaa Ratio «t Detlgn Slope, n/nfuii;Manning Roughnes* at Dealgn Slope, n =Critical Depth *t De»lgn Flow Rate, dc =CriUctl Slope at Dealgn Flow Rate, Sc =Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qfui, =Pipe Percent Full =I 640.80|gpm0.781ft0.50|ft0.01001ftrft68.53120.84lin2lin3.291in0.580.48|ft21.74|ft0.271ft1.2100155.721in53.52|in2I 18.35|in2.921in12.08)in12.100.82|%Subcritical0.480.371.53|ft0.241.015.721.260.0150.500.0082I 395|cfs3.841771.1236.18%Ift/sec|gpmN:tt605\025\DesignDocs\CalcslSt<™ Water Analyaei\Pipe Sizing Analy«eslP-01-S_Basin-01-P_25.YRj(lsxPage 1 of 1PrintedOn: 11/9/2017-4:31PM
MomsonMaierlePIPE SIZING ANALYSESPipe P-1-T | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:Friction Analysis Method:Subbasins1-K,1-L,1-N,&1-0Existing Inlet ffl-01-G, Pipe P-1-U, & Pipe P-1-WManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^., =Design Minimum Full Flow Pipe Diameter, DmnDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughnea» Coefficient - Full, nfuii =Design Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Croat-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Deaign Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h =Manning Roughneas Ratio at Dealgn Min. Velocity, n'/niuii sManning Roughne** at Deaign Minimum Velocity, n' =Dealgn Minimum Pipe Slop* at D»»lgn Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth at Design Slope, dn =Cro»»-S»etion*t Flow Area at De»ign Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radius at Design Slope, R|, =Top Width of Flow at Design Slope, T =Manning Roughne»» Ratio at Dealgn Slope, n/nfui;Manning Roughness at Design Slope, n sCritical Depth at Design Flow Rate, d<; =Critical Slope at Design Flow Rate,S;sFlow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, QM =Pipe Percent Full =5.02761cfsS.OOIft/sec17.531in189.001in0.0121.001%2256.53|gpm1.460.751ftI 0.01001ftfft16.211in241.32lin245.001in5.361in1.351.683.751ft0.451.050.0130.0019|ft/ft9.491in136.01 lin229.251in4.651in17.971in18.0010.351in0.791ft0.94lft22.441ft0.391.509.491.24|0.0150.860.72|%SubcriticalI 0.0072|fWt11.38|cfs5.325107.5644.18%Ift/sec|gpmN:\2605U25Cesign Doca\Caks\Slorm Water AnalywstPfie Sizing Analy«e3>P-01-T_Basifr01-K-0^25-YRj(lsxPage 1 of 1Printed On: 11/90017-10:28 AM
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'i''(''i i.dr'tti'itiPIPE SIZING ANALYSESPipe P-1-U | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10, 25,50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Basin,Basins, or Pipe:FricUon Analysis Method:Subbasin1-K&Subbasin1-LExisting Inlets #1.150.00306 & #I.150.00306X on North & South Sides of Catamount StreetManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^n =Design Minimum Full Flow Pipe Diameter, Dn<nDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, n^, =Design Pipe Slope, S =3.00114.681Ift/sec7.21nn1.221.200.601%o.01061ftm13.31169.31153.471DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cross-SBCtional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'h sManning Roughness Ratio at De»lgn Min. Velocity, n'/niun sManning Roughness at Design Minimum Velocity, n' =Design Minimum Pipe Slope *t Deaign Minimum Valocity, S'DESIGN VALUE RESULTSNormal Depth at Design Slope, dn =Crof-Sectional Flow Are* at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radius at Design Slope, Rh =Top Width of Flow at Design Slope, T =Manning Roughness Ratio at Deaign Slope, n/HfunManning Roughness at Design Slope, n =Critical Depth at Design Flow Rate, d, sCritical Slope at Design Flow Rate,S,sFlow Type sVelocity of Flow at Desifln Slope, V =Pipe Full Flow Rate at Design Slope, Q(,||| =Pipe Percent Full =N:U605l025U}esjgnDocs\CalcstStomi Water Analyses\Pipe Sizing Analyses\P-01-U_Basin-01-K+L_25-YR.«lsx|inlin2n1.111 184.461.040.0120.37|%14.438.521in0.71100.43|in20.70I2_jft25.281in[3.971in0331ft14.191inU8J" 8.521.200.0149.201in0.770.801%0.0080Subcritical5.061ft/sec6.482910.5819pm54.39%Page 1 of 1Printed On: 11/80017.10:49 AM
•S MOI'I"l?onMaierlefig'[Writ ti-rrfyd''^ pi»]i|'f('.'. ^K'ntl'iISPIPE SIZING ANALYSESPipe P-1-V | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency(Enter WQual, 2,5,10,25, 50,or 100)25| YearsDESIGN INPUT DATAContributing Drainage Ba»in,Basins, or Pipe:Friction Analysis Method:Subbasin 1-KExisting Inlet #I.150.00306X on South Side of Catamount StreetManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V^., =Design Minimum Full Flow Pipe Diameter, Dn,,Design Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient - Full, t\^ =Design Pipe Slope, S =2.69861cf812.841in14.4lOOJft/sec1211.2110pm1.077.21n%0.600.0075DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Crost-Sectional Flow Area at Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radiut at De»ifln Minimum Velocity, R'h =Manning Roughness Ratio at Design Min. Velocity, n'/niuii sManning Roughn»»» *t Daaign Minimum Vtloclty, n" =De»lgn Minimum Pipe Slope at Dtslgn Minimum Velocity, S'DESIGN VALUE RESULTSNormal Depth at Design Slop*, dn =Crott-Sectional Flow Am* at De»lgn Slope, A =Wetted Perimeter *t Detlgn Slope, P sHydraulic Radius at Dealgn Slope, RhaTop Width of Flow at Design Slope, T sManning Roughne»» Ratio at Design Slope, n/HfuiManning Roughnes* at Design Slope, n =Critical Depth at Design Flow Rate, d,; =CriUcal Slope at Design Flow Rate,Sc =Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Q(U|| =Pipe Percent Full =10.661in129.53Jin229.861in4.341ino.goh22.491ft0.361ft0.0029|ft/ft8.081in94.16|in224.391in3.861in0.670.65I 2.03|(t14.321in[I_1^18.0814.438.0010.78]lin1%I 0.00781ftrftSupercritical5.46|cfs2451.3649.41% t/secgpmN:t2605U25CeaJgn OocslCalca\Stotm Water AnalysesVipe Sianfl AnalysesV-01 -V_BasM1-K_25-YRjdixPage 1 of 1Printed On; 9/150017-2:45PM
nnnrI;nr:11f;u[]u[Juuuli•• Morri?on•B MaierlePIPE SIZING ANALYSESPipe P-1-W | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency =(Enter WQual, 2, 5,10,25,50, or 100)DESIGN INPUT DATA25| YearsContributing Drainage Baain,Basins, or Pipe:Friction Analysis Method:Subbasin 1-0 - Overflow from Pad SiteManning FormulaDesign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, V,,,, =Design Minimum Full Flow Pipe Diameter, DmmDesign Pipe Diameter, D =Design Pipe Radius, r =Manning's Roughness Coefficient • Full, n^ii =Design Pipe Slope, S =1.0264|cfs3.00|ft/sec7.921in =12.1001in =6.051in =L460.67jgpm0.661.010.50I 1.00|% I 0.0100|ft/ftDESIGN MINIMUM PIPE SLOPE ANAL YSISNormal Depth at Design Minimum Velocity, d'n =Cro»»-Sectional Flow Are* *t Design Minimum Velocity, A' =Wetted Perimeter at Design Minimum Velocity, P' =Hydraulic Radius at Design Minimum Velocity, R'|, =Manning Roughness Ratio at Design Min. Velocity, n'/nfuii =Manning Roughness at Design Minimum Velocity, n' =Design Minimum Pipe Slope at Design Minimum Velocity, S' ••DESIGN VALUE RESULTSL_^37|in = | 0.45|ft49.27|in't17.641inT^]ft21.47)ftI_^Ji279|in0.23260.0150.00651ft/ftNormal Depth at Design Slope, dn =Cross-Sectional Flow Area at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radius at Design Slope, Rh =Top Width of Flow at Design Slope, T =Manning Roughness Ratio at Design Slope, n/nfuii'Manning Roughness at Design Slope, n =Critical Depth at Design Flow Rate, dc =Critical Slope at Design Flow Rate,S,=Flow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Q(U)| =Pipe Percent Full =4.791in42.351in"16.471in2.571in11.831in5.101in0.791%0.400'29|ft'1.370.210.991.27o^Tsl 4.790.420.007912.10SubcriticalI 395|cfs3.491ft/sec1771.1219pm26.01%N:126d5U25\Deajgn DocsiCalcsVSIorm Water Analyses\Pipe Sizing Analy»es\P-01.W^a«ifrOK_25-YRjd8xPage 1 of 1Printed On: 11/8mi7-7:56PM
MomsonMaierlefftgiftCfft iufv^yors pfarrPIPE SIZING ANALYSESCulvert Ex-01 | Post-Development - 25 Year Design Storm FrequencyDesign Storm Frequency = |_K] Years(Enter WQual, 2,5,10, 25,50,or 100)DESIGN INPUT DATAContributing Drainage Basin,Ba»in», or Pipe:Fhction Analysis Method:Subbasln 1M -Comfort Suites SiteSoutheast ComerManning FormulaDeaign Minimum Flow Rate, Qp =Design Minimum Flow Velocity, Vn,in =Design Minimum Full Flow Pipe Diameter, D^n;Design Pipe Diameter, D =Design Pipe Radius, r sManning's Roughness Coefficient - Full, nfuii =De»ign Pipe Slope, S =DESIGN MINIMUM PIPE SLOPE ANALYSISNormal Depth at Design Minimum Velocity, d'n =Cro»»-Section*l Flow Ana at De»ign Minimum Velocity, A" =Wetted Perimeter at Detlgn Minimum Velocity, P' sHydraulic Radius •t Design Minimum Velocity, R'h =M*nning Roughnea* Ratio at Design Min. Velocity, n'/Hfuii sManning Roughness tt Dealgn Minimum Velocity, n'sDesign Minimum Pipe Slope at De»lgn Minimum Velocity, S';DESIGN VALUE RESULTSNormal Depth at Design Slope, d,8Cro»»-Sectional Flow Area at Design Slope, A =Wetted Perimeter at Design Slope, P =Hydraulic Radius at Design Slope, R|, =Top Width of Flow at Design Slope, T =Manning Roughness Ratio at Design Slope, n/n^iiManning Roughness at Design Slope, n =Critical Depth at Design Flow Rate,dc =Critical Slope at Design Flow Rate,Sc sFlow Type =Velocity of Flow at Design Slope, V =Pipe Full Flow Rate at Design Slope, Qyi sPipe Percent Full =0.46451cf3S.OOIfl/sec5.331in12.0001in6.001in0.0121.001%I 0.44|ft1.001fl0.50ft3.021i(i22.3o|in212.611in2J1.25|%2ll7|in213.01in1.86I10.61:n0.01001ftrft0.15|ft21.051ft0.151ft1.290.0150.0125lft/ft1.081ft0.151ft1.290.0150.80|%Subcritical0.00801ftfft2.771732.3612.03%Ift/sec|9pmN:t2605tD2aDesign Docs\Calcs\Storm Water Analyse8\Pipe Sizjns Analy»estCulvut-Ex41_BasM1-M_25-YRjilMPage 1 of 1Printed On: 11W2017 -12:01 PM
nn[1nn[1nn[IuGrju11uuuuuAPPENDIXSTORM WATER RETENTION ANALYSES[ Morrisoni Maierleengineers surveyors planners scientists
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IMorrisonMaierleRATIONAL METHOD FOR RUNOFF CALCULATIONSCatron Crossing Retention Basin | Post-Dev. Subbasins 1-A to 1-L and 1-N to 1-S& a Portion of Lot 1-10 Year Design Storm FrequencyDesign Storm Frequency = | 10 | Yeara(Enter WQual, 2,5,10,25, 50, or 100)DRAINAGE BASIN CHARACTERISTICSInput values for runoff coefficients from appropriate tables.SurfaceDescriptionSubbasins1-Athru1-JSubbasin1-Kto1-L&1-Nto1-SArea,A(ft2)286,312RunoffArea. A Coefficient(acres)261,7446.5736.009-076~0.72CxA~JW6~4.337Northeriy Portion of Lot 1Storm Water Tract 1Totals22,00048,139618,1960.5051.10514.1920.720.200.3640.2219.937WeightedRunoffCoefficient0.70FrequencyFactor1.00Adjusted RunoffCoefficientc'=c.,xC,C»d X C,0.70C«nXC,<1.00 C'XA0.709.9379.937Weighted runoff coefficient, Cn, s ZCjA, / Eaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area o( surface type jBASIN RETENTION VOLUME ANALYSISCalculation of Storm Water Runoff Flow Rate:Q=C^iAQ s Storm Water Runoff Flow Rate (cfs)C«, s Weighted Runoff Coefficienti a Rainfall Intensity (in/hr)A = Storm Drainage Basin Area (acres)Storm Drainage Basin Weighted Runoff Coefficient, C^ = 0.70Rainfall Intensity, i =Storm Drainage Basin Area, A =0.41 in/hr (10-year, 2-hour Design Storm)14.192 acresBasin Design Peak Flow, Qp = 4.05 cfsCalculation of Required Retention Volume:V = 7200(2 Q = Storm Water Runoff Flow Rate (cfs)V = Required Retention Volume (cf)Storm Drainage Basin Runoff Flow Rate, Q = 4.05 cfsBasin Required Retention Volume, V =29,181.90 cfNl2WM25lDuwCk>MCata\StoimW«lBfAnal»wlR nfonAm]y^\C«tron<tosai^_B«iM1-A-S_^tofen^uredJMR^^^Page 1 of 1Printed: 1/11c0l8-2:24PM
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