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07M Stop Sign Installation at 90th Street and Mississippi Dunes Boulevard
Traffic Impact Study Riverstone Residential Cottage Grove, MN I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. By: __________________________________ Michael P. Spack, P.E., P.T.O.E. License No. 40936 Date: July 28, 2014 PO Box 16269 l St. Louis Park, MN 55426 l 888-232-5512 l www.SpackConsulting.com Executive Summary Background: A 374 lot single family home subdivision named Riverstone is proposed to be built on a 160 acre plot west of Hadley Avenue and thth between 90 Street and 95 Street in Cottage Grove, MN. The development is anticipated to be built and occupied by 2019. The purpose of this study is to determine if improvements are needed to nearby intersections that may be impacted by traffic from the built out subdivision. Results: The traffic impacts of the proposed subdivision on the study intersections were analyzed in the 2019 build-out condition. The principal findings are: i. The forecast traffic from the proposed development will have little impact on the operations of the study intersections. ii. All study intersections will operate acceptably through the 2019 build- out condition. th Recommendations: The capacity analyses show the Hadley Avenue/95 Street intersection will operate acceptably in the 2019 Build scenarios, however an offset intersection like this could cause safety issues. The intersection should be monitored to determine when it should be th reconstructed. When 95 Street is reconstructed west of Hadley Avenue th it should be built to align with 95 Street east of Hadley Avenue. Other than constructing the roadways per the subdivision site plan, no modifications are needed to be made by the developer to the study intersections (such as adding turn lanes or installing traffic signals). For the new roadways being added, stop signs should be placed on Grenadier thndth Avenue at 90 Street, on 92 Street at Hadley Avenue, on 94 Street at th Hadley Avenue and on 95 Street at Grenadier Avenue/Mississippi Dunes Boulevard. TABLEOFCONTENTS 1.Introduction...............................................................................1 2.ProposedDevelopment............................................................1 3.AnalysisofExistingConditions...............................................2 4.ProjectedTraffic........................................................................4 5.TrafficandImprovementAnalysisfor2019Scenarios..........5 6.ConclusionsandRecommendations.......................................7 7.Appendix....................................................................................8 LISTOFTABLES 1 Table1–ExistingPeakHourLevelofService(LOS).....................................4 1 Table2–2019LevelofService(LOS).............................................................6 Table3-DailyTrafficVolumes..........................................................................7 1.Introduction a.PurposeofStudy A374lotsinglefamilyhomesubdivisionnamedRiverstoneisproposedto th bebuiltona160acreplotwestofHadleyAvenueandbetween90Street th and95StreetinCottageGrove,MN.Thepurposeofthisstudyisto determineifimprovementsareneededtonearbyintersectionsthatmaybe impactedbytrafficfromthebuiltoutsubdivision. b.StudyObjectives Theobjectivesofthisstudyare: i.Documenthowthestudyintersectionscurrentlyoperate. ii.Forecasttheamountoftrafficexpectedtobegeneratedbythe proposeddevelopment. iii.Determinehowthestudyintersectionswilloperateintheyear2019 withnodevelopmenttraffic. iv.Determinehowthestudyintersectionswilloperateintheyear2019 withdevelopmenttraffic. v.Recommendimprovements,ifneeded. Thestudyintersectionsare: th i.90Street/GrenadierAvenue th ii.HadleyAvenue/90Street nd iii.HadleyAvenue/92Street th iv.HadleyAvenue/94Street th v.HadleyAvenue/95Street th vi.95Street/GrenadierAvenue/MississippiDunesBoulevard 2.ProposedDevelopment a.SiteLocation th ThesiteislocatedwestofHadleyAvenueandbetween90Streetand th 95StreetinCottageGrove,Minnesota(seeFigure1intheAppendix). b.LandUseIntensityandDevelopmentTiming Theproposedsitewillhave374singlefamilyhomesandaparkona160 acreplot.AconceptualsiteplanisshowninFigure2intheAppendix. Thefulldevelopmentisanticipatedtobebuiltoutby2019andwillhave ththnd accessesatGrenadierAvenueat90Streetand95Street,92Streetat th HadleyAvenueand94StreetatHadleyAvenue. 1 3.AnalysisofExistingConditions a.TransportationNetworkCharacteristics HadleyAvenueSouthisalsoCottageGroveMunicipalStateAidStreet 107andisaMajorCollector.Itisatwolane,undividedroadwitha35 mphspeedlimitnearthesite,transitioningtoa30mphspeedlimitnorth thth of90Streetanda40mphspeedlimitsouthof95Street.Thereisan th elementaryschoolontheeastsideofHadleyAvenuesouthof90Street, sothespeedlimitonHadleyAvenueinthatareais20mphwhenchildren arepresent. thndth GrenadierAvenue,90StreetSouth,92StreetSouth,94StreetSouth andMississippiDunesBoulevardarealllocal,twolane,undividedroads with30mphspeedlimitsnearthesite. th 95StreetSoutheastofHadleyAvenueisalsoCottageGroveMunicipal StateAidStreet111andisaMajorCollector.Itisafourlane,undivided th roadwitha35mphspeedlimitnearthesite.WestofHadleyAvenue,95 StreetSouthisalocal,twolane,undividedroadwitha30mphspeedlimit. Allstudyintersectionsaretwo-waystopcontrolledwithstopsignsonthe th minorapproachesexceptfortheHadleyAvenue/90Streetintersection th whichisanall-waystopandthe95Street/GrenadierAvenue/Mississippi DunesBoulevardintersectionwhichisuncontrolledbutonlycurrentlyhas th twolegs.95StreetiscurrentlyslightlyoffsetoneithersideofHadley th Avenue,buttheHadleyAvenue/95Streetintersectionwasmodeledasa traditionalintersectioninthisstudy. ExistingtrafficcontrolandtravellanesareshowninFigure3inthe Appendixforeachstudyintersection. b.TrafficVolumes Intersectionvideowascollectedateachofthestudyintersectionsunder normalweekdayconditionsonTuesday,July22,2014whentherewas clearweather.Usingthesevideos,24hourturningmovementcounts th werecollectedatthe90Street/GrenadierAvenueandHadley th Avenue/90Streetintersections.Basedonthoseturningmovement counts,peakperiodturningmovementcountsweredoneattheremaining intersections.Thepeakhoursforeachintersectionwerefoundtobe: th ·90Street/GrenadierAvenue:9:00to10:00a.m.&6:15to7:15 p.m. th ·HadleyAvenue/90Street:6:30to7:30a.m.&4:45to5:45p.m. nd ·HadleyAvenue/92Street:6:30to7:30a.m.&5:00to6:00p.m. th ·HadleyAvenue/94Street:7:00to8:00a.m.&4:45to5:45p.m. th ·HadleyAvenue/95Street:7:00to8:00a.m.&5:00to6:00p.m. 2 th TrafficcountsfromtheHadleyAvenue/95Streetintersectionwere th carriedovertothe95Street/GrenadierAvenue/MississippiDunes Boulevardintersectionsinceitcurrentlyoperatesasatwolegintersection withnoturnsbetweenitandHadleyAvenue. Theturningmovementcountdatafromthecountsarecontainedinfifteen minuteintervalsintheAppendix. SincetheturningmovementcountsweredoneinJulywhenschoolisnot insession,additionaltrafficwasestimatedandaddedtoaccountforthe PineHillElementarySchoollocatedontheeastsideHadleyAvenue thnd between90Streetand92Street.Trafficvolumeswereestimatedfor th theschoolusingratespublishedintheITETripGenerationManual,9 Edition.Thesevolumeswerethenaddedtothestudyroadwaysbasedon atripdistributionthatwasestimatedusingthePineHillElementary attendancearea.Thesevolumeswereaddedtotheexistingtraffic volumes and can be seen in the “Other Volume” portions of the capacity analysissectionoftheAppendix. c.LevelofService Anintersectioncapacityanalysiswasconductedfor LOSA theexistingintersectionspertheHighwayCapacity Manual,2010. Intersections are assigned a “Level of Service” letter grade for the peak hour of traffic based onthenumberoflanesattheintersection,traffic volumes,andtrafficcontrol.LevelofServiceA(LOS LOSC A)representslighttrafficflow(freeflowconditions) whileLevelofServiceF(LOSF)representsheavy trafficflow(overcapacityconditions).LOSDat intersectionsistypicallyconsideredacceptableinthe TwinCitiesregion.Individualmovementsarealso LOSD=Acceptable assignedLOSgrades.Oneormoreindividual movementstypicallyoperateatLOSFwhenthe overallintersectionisoperatingacceptablyatLOSD. ThepicturesontheleftrepresentsomeoftheLOS grades(fromasignalcontrolledintersectioninSan Jose,CA).TheseLOSgradesrepresenttheoverall LOSF=Unacceptable intersectionoperation,notindividualmovements. TheLOSresultsfortheexistingstudyhoursare showninTable1.Thesearebasedontheexisting Source:Cityof trafficcontrolandlaneconfigurationsasshownin SanJose,CA Figure3intheAppendix.Theexistingturning movementvolumesfromtheAppendixwereusedintheLOScalculations. TheLOScalculationsweredoneinaccordancewiththeHighwayCapacity TM Manual2010usingVISTROsoftware.ThecompleteLOScalculations, 3 whichincludegradesforindividualmovements,areincludedinthe Appendix.ThestudyintersectionscurrentlyoperateacceptablyatLOSA orbetterwithallmovementsoperatingatLOSCorbetter. 1 Table1–ExistingPeakHourLevelofService(LOS) IntersectionA.M.PeakP.M.Peak th 90St/GrenadierAveA(a)A(a) th HadleyAve/90StA(b)A(a) nd HadleyAve/92StA(b)A(b) th HadleyAve/94StA(b)A(b) th HadleyAve/95StA(b)A(c) th 95St/GrenadierAve/MississippiDunesBlvdA(a)A(a) 1 ThefirstletteristheLevelofServicefortheintersection.Thesecondletter (inparentheses)istheLevelofServicefortheworstoperatingmovement. Note–TheseanalysesaccountforestimatedPineHillElementarySchooltraffic. 4.ProjectedTraffic a.SiteTrafficForecasting Atripgenerationanalysiswasperformedforthedevelopmentsitebased th onthemethodsandratespublishedintheITETripGenerationManual,9 Edition.BasedonLandUseCode210,the374singlefamilyhomeswill generate: ·1,780vehiclesenteringand1,780vehiclesexitingthesubdivision perday ·70vehiclesenteringand210vehiclesexitingthesubdivisionin thea.m.peakhour ·236vehiclesenteringand138vehiclesexitingthesubdivisionin thep.m.peakhour Atripdistributionpatternwasdevelopedforthegeneratedtrafficfromthe site.Thispatternisbasedonexistingtrafficcountsaswellastakinginto accountsiteaccessandaccesstotheregionaltransportationsystem. Thetripdistributionpatternis: ·30%to/fromthenorthonGrenadierAvenue ·40%to/fromthenorthonHadleyAvenue th ·30%to/fromtheeaston95Street ThistripdistributionpatterncanbeseeninFigure4intheAppendix.A detailedtripdistributionpatternshowingvehicleroutingthroughthestudy networkcanbeseeninFigure5intheAppendix.Thetrafficgeneratedby thesitedevelopmentwasassignedtothearearoadwaysperthis distributionpattern. 4 b.Non-siteTrafficForecasting In2011,Mn/DOTassigneda20yeargrowthrateof1.4,ora40% increasetoWashingtonCounty.Thisgrowthrateequatestoa1.7% annuallycompoundedrate.Usingthisgrowthrateandincreasingyear 2014trafficcountsto2019forecastswouldrequirea9%increase.This growthratewasappliedtotheexistingtrafficcountstodevelopthe2019 No-Buildtrafficvolumes.Theresultant2019No-Buildpeakhourforecasts areshownintheAppendixunderthecapacityanalysissectionforeach scenario. c.TotalTraffic Trafficforecastsweredevelopedfortheyear2019BuildScenariosby addingthetrafficgeneratedbytheproposeddevelopmenttothe2019No- Buildvolumes.Theresultant2019Buildpeakhourforecastsareshownin theAppendixunderthecapacityanalysissectionforeachscenario. 5.TrafficandImprovementAnalysisfor2019Scenarios a.LevelofServiceAnalysis TheLOSresultsforthe2019ScenariostudyhoursareshowninTable2. Thesearebasedontheexistingtrafficcontrolandlaneconfigurationsat nd thestudyintersectionswiththeadditionofawesternlegatboththe92 th Streetand94StreetintersectionsonHadleyAvenueandanextensionof thth GrenadierAvenuefrom90Streetto95Street.Forthisanalysis,stop ndth signswereplacedon92Streetand95StreetatHadleyAvenue,on thth GrenadierAvenueat90Streetandon95StreetatGrenadier Avenue/MississippiDunesBoulevard.Thesestopsignlocationsmirror th existingstopsignlocationswiththeexceptionofthethree-legged95 Street/GrenadierAvenue/MississippiDunesBoulevardintersectionin whichcasethestopsignwasplacedonthewestboundapproach.The intersectionlayoutscanbeseeninthecapacityanalysissectionofthe AppendixfortheBuildscenarios. The City of Cottage Grove’s 2030 Comprehensive Plan shows Grenadier Avenue(akaMississippiDunesBlvd)isproposedtobeextendeddownto thth 100Streetand95Streetisproposedtobeextendedtothewestof th GrenadierAvenueandcurvenorthtomeet85Street.Thesetworoad extensionswerenotassumedtobecompletedby2019andarenot includedintheanalysis. Theforecastturningmovementvolumesforthe2019peakhourscenarios asshownintheAppendixwereusedintheLOScalculations.TheLOS calculationsweredoneinaccordancewiththe2010HighwayCapacity TM ManualusingVISTROsoftware.ThecompleteLOScalculations,which 5 includequeuelengthsandgradesforindividualmovements,areincluded intheAppendix. 1 Table2–2019LevelofService(LOS) A.M.PeakHourP.M.PeakHour Intersection No-No- BuildBuild BuildBuild th 90St/GrenadierAveA(a)A(b)A(a)A(b) th HadleyAve/90StB(b)B(b)A(b)B(b) nd HadleyAve/92StA(b)A(c)A(c)A(c) th HadleyAve/94StA(b)A(b)A(b)A(c) th HadleyAve/95StA(c)A(c)A(c)A(c) th 95St/GrenadierAve/MississippiDunesBlvdA(a)A(a)A(a)A(a) 1 ThefirstletteristheLevelofServicefortheintersection.Thesecondletter (inparentheses)istheLevelofServicefortheworstoperatingmovement. AsshowninTable2,allstudyintersectionsareforecasttooperate acceptablyatLOSAorBwithallmovementsatLOSCorbetter.The addedtrafficfromtheproposeddevelopmentisnotforecasttocauseany problemsatthestudyintersections. TheCityofCottageGroveintheirFutureVision2030Comprehensive th Planhasidentified95StreetwestofHadleyAvenueshouldbe th reconstructedtoalignwith95Street th Thetwolane95StreetwestofHadleyAvenueisoffsetapproximately thth fifteenfeetfromthefourlane95StreeteastofHadleyAvenue.95 StreetisdesignatedasamajorcollectorbytheCityofCottageGroveand isanticipatedtobereconstructedwestofHadleyAvenueastraffic volumeswarrant.AlthoughthecapacityanalysesshowtheHadley th Avenue/95Streetintersectionwilloperateacceptablyinthe2019Build scenarios,anoffsetintersectionlikethiscouldcausesafetyissues.The intersectionshouldbemonitoredtodeterminewhenitshouldbe th reconstructed.When95StreetisreconstructedwestofHadleyAvenue th itshouldbebuilttoalignwith95StreeteastofHadleyAvenue. b.DailyTrafficVolumes Existingaveragedailytrafficvolumesweretakenfromthetwo24hour th countsdoneatthe90StreetintersectionsatHadleyAvenueand GrenadierAvenue.Thesevolumeswerethenforecastforthe2019No- Buildscenariousingthegrowthratediscussedinsection4.b.The2019 BuildvolumeswerethenforecastandthevolumescanbeseeninTable 3.Table3alsoshowsestimatedcapacityvolumesbasedontheHighway CapacityManual2010.AsshowninTable3,noroadsegmentsnearthe siteareexpectedtoexceedcapacitythroughthe2019Buildscenario. 6 Table3-DailyTrafficVolumes 2019Volumedue2019 + RoadNameSegmentLocationCapacityExisting*No-BuildtoProjectBuild 12,700– th HadleyAveNorthof90St5,1505,6001,4007,000 16,400 12,700– th HadleyAveSouthof90St5,9006,4501,2507,700 16,400 12,700– th GrenadierAveNorthof90St2002001,0501,250 16,400 12,700– th GrenadierAveSouthof90St001,2501,250 16,400 12,700– th 90StWestofHadleyAve9001,0002001,200 16,400 Numbersroundedtothenearest50. + LOSDtoLOSERangeforUrbanStreets–From2010HighwayCapacityManual *July2014TurningMovementCounts-Source:SpackConsulting,seeAppendixB ItcanbenotedthatTable3showsthevolumesonGrenadierAvenuenorthof th 90Streetincreasingfrom200vehiclesperdaynowtoaforecast1,250vehicles perdayinthe2019Buildscenario.TheCityofCottageGroveintheirFuture Vision2030ComprehensivePlanhasidentifiedthesectionofGrenadierAvenue thth between85Streetandthefutureextensiondownto100Streetasaproposed MinorCollector.Withthatdesignation,1,250vehiclesperdayisacceptable. 6.ConclusionsandRecommendations Thetrafficimpactsoftheproposedsubdivisiononthestudyintersectionswere analyzedinthe2019build-outconditions.Theprincipalfindingsare: i.Theforecasttrafficfromtheproposeddevelopmentwillhavelittleimpact ontheoperationsofthestudyintersections. ii.Allstudyintersectionswilloperateacceptablythroughthe2019build-out condition. th ThecapacityanalysesshowtheHadleyAvenue/95Streetintersectionwill operateacceptablyinthe2019Buildscenarios,howeveranoffsetintersection likethiscouldcausesafetyissues.Theintersectionshouldbemonitoredto th determinewhenitshouldbereconstructed.When95Streetisreconstructed th westofHadleyAvenueitshouldbebuilttoalignwith95StreeteastofHadley Avenue. Otherthanconstructingtheroadwaysperthesubdivisionsiteplan,noadditional modificationsareneededtobemadebythedevelopertothestudyintersections (suchasaddingturnlanesorinstallingtrafficsignals).Forthenewroadways th beingadded,stopsignsshouldbeplacedonGrenadierAvenueat90Street,on ndthth 92StreetatHadleyAvenue,on94StreetatHadleyAvenueandon95Street atGrenadierAvenue/MississippiDunesBoulevard. 7 7.Appendix A.Figures1-5 B.TrafficCounts C.CapacityAnalysisBackup ·AMExisting ·PMExisting ·AM2019No-Build ·PM2019No-Build ·AM2019Build ·PM2019Build 8 Appendix A - Figures Figure1 LocationMaps North NoScale StudyArea ProposedSite Traffic Impact StudyRiverstone Residential A 1 2 re Plan Figu cept Residential Con Riverstone Figures - 2 A A Appendix Study Impact Traffic Appendix A - Figures Figure3 ExistingLanes&TrafficControl ier Ave ad n 90thSt 2 1 Gre Ave ley Had 92ndSt 3 94thSt 4 i p 95thSt 5 6 es n ississip u MDBlvd Traffic Impact StudyRiverstone Residential A 3 Appendix A - Figures Figure4 TripDistribution North NoScale 40% 30% 90thSt 92ndSt RiverstoneSite 94thSt 30% 95thSt LEGEND =Entering/ExitingPercentage XX% =StudyIntersection Traffic Impact StudyRiverstone Residential A 4 Appendix A - Figures Figure5 DetailedTripDistribution North NoScale 5% 90thSt 5% RiverstoneSite 92ndSt 20% 10% 94thSt 15% 5% 15% 15% 15% 95thSt 15% LEGEND X% =EnteringPercentage X% =ExitingPercentage =StudyIntersection Traffic Impact StudyRiverstone Residential A 5 90thSt OutInTotal 343311654 123 344313657 50257103 00002 50257105 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 01527700 01100 01427600 579292287 725 572290282 TotalInOut St90th 90thSt OutInTotal 187193380 17374 188266454 1919118037 002071 19191200108 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 186193455 02064 184193391 876456420 261214 850444406 TotalInOut St90th 92ndSt OutInTotal 83132215 448 87136223 11501016 00103 11502019 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 00000 00000 00000 000 000 000 TotalInOut 94thSt OutInTotal 5083133 189 5191142 6505013 20006 6705019 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 00002 00002 00000 220 220 000 TotalInOut 95thSt OutInTotal 325317642 9918 334326660 238294703 12006 239314709 RightThruLeftUTrnPeds UTrnLeftThruRightPeds 0713510 01200 0703310 207107100 633 20110497 TotalInOut St95th Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 1: AM Existing Report File: C:\\...\\AM Existing.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A 2Hadley Ave & 90th StAll-way stopHCM2010NBT9.9A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.6B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.1B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05014.7B 95th St & Mississippi Dunes 6Two-way stopHCM2010NBR0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 1 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000003600300 Total Hourly Volume \[veh/h\]00040325300433 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]00010111400121 Total Analysis Volume \[veh/h\]00040325800473 Pedestrian Volume \[ped/h\]1101 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 2 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00 d_M, Delay for Movement \[s/veh\]9.209.668.609.229.698.587.330.000.007.340.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.000.020.020.020.120.120.120.000.000.00 95th-Percentile Queue Length \[ft\]0.000.000.000.570.570.573.023.023.020.000.000.00 d_A, Approach Delay \[s/veh\]9.158.940.240.00 Approach LOSAAAA d_I, Intersection Delay \[s/veh\]0.66 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 3 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.9 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]3038704500036900 Total Hourly Volume \[veh/h\]402891001260100581411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]1179303403016400 Total Analysis Volume \[veh/h\]433141101370110631511 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 4 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]2.300.630.310.08 95th-Percentile Queue Length \[ft\]57.4915.677.871.94 Approach Delay \[s/veh\]10.758.538.128.48 Approach LOSBAAA Intersection Delay \[s/veh\]9.85 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 5 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):12.6 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input \[veh/h\]2272791036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]90007500 Total Hourly Volume \[veh/h\]31727166036 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]861245010 Total Analysis Volume \[veh/h\]34528180039 Pedestrian Volume \[ped/h\]000 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 6 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.000.06 d_M, Delay for Movement \[s/veh\]0.000.008.000.0012.5710.49 Movement LOSAAAABB 95th-Percentile Queue Length \[veh\]0.000.000.550.550.180.18 95th-Percentile Queue Length \[ft\]0.000.0013.7913.794.454.45 d_A, Approach Delay \[s/veh\]0.000.3410.49 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.82 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 7 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):12.1 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input \[veh/h\]1950298023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]90007500 Total Hourly Volume \[veh/h\]28502173023 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]77014706 Total Analysis Volume \[veh/h\]31002188025 Pedestrian Volume \[ped/h\]002 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 8 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.03 d_M, Delay for Movement \[s/veh\]0.000.007.910.0012.0510.15 Movement LOSAAAABB 95th-Percentile Queue Length \[veh\]0.000.000.540.540.110.11 95th-Percentile Queue Length \[ft\]0.000.0013.5113.512.682.68 d_A, Approach Delay \[s/veh\]0.000.0810.15 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.51 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 9 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):14.7 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.050 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]0720156000000018 Total Hourly Volume \[veh/h\]11941468102318802469 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]0534182815201119 Total Analysis Volume \[veh/h\]12111574111320902475 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 10 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.050.020.000.000.010.09 d_M, Delay for Movement \[s/veh\]7.450.000.007.850.000.0014.6513.669.4912.9213.059.84 Movement LOSAAAAAABBABBA 95th-Percentile Queue Length \[veh\]0.550.550.550.490.490.490.220.220.220.040.040.30 95th-Percentile Queue Length \[ft\]13.6613.6613.6612.2312.2312.235.625.625.621.001.007.54 d_A, Approach Delay \[s/veh\]0.033.0914.3410.07 Approach LOSAABB d_I, Intersection Delay \[s/veh\]3.47 Intersection LOSB Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 11 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width \[ft\]12.0012.00 No. of Lanes in Pocket00 Pocket Length \[ft\]100.00100.00 Speed \[mph\]30.0030.00 Grade \[%\]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input \[veh/h\]268 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage \[%\]3.003.00 Growth Rate1.001.00 In-Process Volume \[veh/h\]00 Site-Generated Trips \[veh/h\]00 Diverted Trips \[veh/h\]00 Pass-by Trips \[veh/h\]00 Existing Site Adjustment Volume \[veh/h\]00 Other Volume \[veh/h\]00 Total Hourly Volume \[veh/h\]268 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume \[veh/h\]72 Total Analysis Volume \[veh/h\]289 Pedestrian Volume \[ped/h\]00 Bicycle Volume \[bicycles/h\]00 Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 12 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area \[veh\]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement \[s/veh\]0.000.00 Movement LOSAA 95th-Percentile Queue Length \[veh\]0.000.00 95th-Percentile Queue Length \[ft\]0.000.00 d_A, Approach Delay \[s/veh\]0.000.00 Approach LOSAA d_I, Intersection Delay \[s/veh\]0.00 Intersection LOSA Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 13 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 14 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 15 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 16 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 1: 1: AM Existing Traffic Impact StudyRiverstone Residential C 17 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 2: PM Existing Report File: C:\\...\\PM Existing.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A 2Hadley Ave & 90th StAll-way stopHCM2010SBT9.5A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00314.4B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.0B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.04415.0C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 18 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.001 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000001100110 Total Hourly Volume \[veh/h\]00051123200346 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]000100190092 Total Analysis Volume \[veh/h\]00051123500377 Pedestrian Volume \[ped/h\]02200 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 19 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00 d_M, Delay for Movement \[s/veh\]8.999.708.489.239.728.717.410.000.007.290.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.000.020.020.020.080.080.080.000.000.00 95th-Percentile Queue Length \[ft\]0.000.000.000.620.620.621.901.901.900.000.000.00 d_A, Approach Delay \[s/veh\]9.069.230.400.00 Approach LOSAAAA d_I, Intersection Delay \[s/veh\]0.90 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 20 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.5 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]1114301300011300 Total Hourly Volume \[veh/h\]42164204272870371313 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]1145517422010401 Total Analysis Volume \[veh/h\]46178224296980401413 Pedestrian Volume \[ped/h\]35022 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 21 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]1.281.750.200.08 95th-Percentile Queue Length \[ft\]31.9843.815.052.05 Approach Delay \[s/veh\]9.349.978.078.46 Approach LOSAAAA Intersection Delay \[s/veh\]9.53 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 22 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):14.4 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.003 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input \[veh/h\]192236280121 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]26005600 Total Hourly Volume \[veh/h\]218236336121 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]591109106 Total Analysis Volume \[veh/h\]237239365123 Pedestrian Volume \[ped/h\]009 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 23 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.030.000.000.03 d_M, Delay for Movement \[s/veh\]0.000.007.850.0014.389.76 Movement LOSAAAABA 95th-Percentile Queue Length \[veh\]0.000.001.341.340.100.10 95th-Percentile Queue Length \[ft\]0.000.0033.3933.392.472.47 d_A, Approach Delay \[s/veh\]0.000.769.95 Approach LOSAAA d_I, Intersection Delay \[s/veh\]0.82 Intersection LOSB Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 24 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):13.0 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.007 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input \[veh/h\]171122236313 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]26005600 Total Hourly Volume \[veh/h\]197122292313 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]54067914 Total Analysis Volume \[veh/h\]214124317314 Pedestrian Volume \[ped/h\]005 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 25 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.02 d_M, Delay for Movement \[s/veh\]0.000.007.740.0012.969.55 Movement LOSAAAABA 95th-Percentile Queue Length \[veh\]0.000.001.021.020.070.07 95th-Percentile Queue Length \[ft\]0.000.0025.4725.471.821.82 d_A, Approach Delay \[s/veh\]0.000.5410.15 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.63 Intersection LOSB Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 26 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):15.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.044 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]02106220000005 Total Hourly Volume \[veh/h\]01112383161261671181065 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]0306234474205318 Total Analysis Volume \[veh/h\]01212590175281781201171 Pedestrian Volume \[ped/h\]0005 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 27 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.040.020.000.050.030.08 d_M, Delay for Movement \[s/veh\]7.640.000.007.710.000.0015.0214.119.8513.9014.159.33 Movement LOSAAAAAACBABBA 95th-Percentile Queue Length \[veh\]0.000.000.000.780.780.780.210.210.210.230.230.26 95th-Percentile Queue Length \[ft\]0.000.000.0019.4419.4419.445.145.145.145.785.786.39 d_A, Approach Delay \[s/veh\]0.002.3714.5410.75 Approach LOSAABB d_I, Intersection Delay \[s/veh\]3.82 Intersection LOSC Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 28 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width \[ft\]12.0012.00 No. of Lanes in Pocket00 Pocket Length \[ft\]100.00100.00 Speed \[mph\]30.0030.00 Grade \[%\]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input \[veh/h\]2436 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage \[%\]3.003.00 Growth Rate1.001.00 In-Process Volume \[veh/h\]00 Site-Generated Trips \[veh/h\]00 Diverted Trips \[veh/h\]00 Pass-by Trips \[veh/h\]00 Existing Site Adjustment Volume \[veh/h\]00 Other Volume \[veh/h\]00 Total Hourly Volume \[veh/h\]2436 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume \[veh/h\]710 Total Analysis Volume \[veh/h\]2639 Pedestrian Volume \[ped/h\]00 Bicycle Volume \[bicycles/h\]00 Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 29 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area \[veh\]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement \[s/veh\]0.000.00 Movement LOSAA 95th-Percentile Queue Length \[veh\]0.000.00 95th-Percentile Queue Length \[ft\]0.000.00 d_A, Approach Delay \[s/veh\]0.000.00 Approach LOSAA d_I, Intersection Delay \[s/veh\]0.00 Intersection LOSA Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 30 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 31 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 32 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 33 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 2: 2: PM Existing Traffic Impact StudyRiverstone Residential C 34 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 3: AM 2019 No-Build Report File: C:\\...\\AM 2019 No-Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A 2Hadley Ave & 90th StAll-way stopHCM2010NBT10.3B 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.9B 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.3B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05815.3C 95th St & Mississippi Dunes 6Two-way stopHCM2010NBR0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 35 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000003600300 Total Hourly Volume \[veh/h\]00040325500443 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]00010111500121 Total Analysis Volume \[veh/h\]00040326000483 Pedestrian Volume \[ped/h\]1101 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 36 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00 d_M, Delay for Movement \[s/veh\]9.229.688.619.239.708.587.330.000.007.350.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.000.020.020.020.130.130.130.000.000.00 95th-Percentile Queue Length \[ft\]0.000.000.000.580.580.583.133.133.130.000.000.00 d_A, Approach Delay \[s/veh\]9.178.950.240.00 Approach LOSAAAA d_I, Intersection Delay \[s/veh\]0.64 Intersection LOSA Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 37 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):10.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]3038704500036900 Total Hourly Volume \[veh/h\]413121001330110601411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]1185303603016400 Total Analysis Volume \[veh/h\]453391101450120651511 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 38 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]2.630.680.340.08 95th-Percentile Queue Length \[ft\]65.6516.978.401.97 Approach Delay \[s/veh\]11.308.668.258.58 Approach LOSBAAA Intersection Delay \[s/veh\]10.26 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 39 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):12.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input \[veh/h\]2272791036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]90007500 Total Hourly Volume \[veh/h\]33728174039 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]921247011 Total Analysis Volume \[veh/h\]36629189042 Pedestrian Volume \[ped/h\]000 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 40 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.000.06 d_M, Delay for Movement \[s/veh\]0.000.008.060.0012.9410.68 Movement LOSAAAABB 95th-Percentile Queue Length \[veh\]0.000.000.600.600.200.20 95th-Percentile Queue Length \[ft\]0.000.0014.9714.974.964.96 d_A, Approach Delay \[s/veh\]0.000.3710.68 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.86 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 41 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):12.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input \[veh/h\]1950298023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]90007500 Total Hourly Volume \[veh/h\]30302182025 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]82014907 Total Analysis Volume \[veh/h\]32902198027 Pedestrian Volume \[ped/h\]002 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 42 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.04 d_M, Delay for Movement \[s/veh\]0.000.007.950.0012.3510.29 Movement LOSAAAABB 95th-Percentile Queue Length \[veh\]0.000.000.590.590.120.12 95th-Percentile Queue Length \[ft\]0.000.0014.6314.632.972.97 d_A, Approach Delay \[s/veh\]0.000.0810.29 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.53 Intersection LOSB Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 43 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):15.3 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.058 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]0720156000000018 Total Hourly Volume \[veh/h\]12051573106320902474 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]0564202915201120 Total Analysis Volume \[veh/h\]122316791153221002480 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 44 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.060.000.000.060.020.000.000.010.10 d_M, Delay for Movement \[s/veh\]7.460.000.007.900.000.0015.3414.159.6713.3113.389.96 Movement LOSAAAAAACBABBA 95th-Percentile Queue Length \[veh\]0.590.590.590.520.520.520.260.260.260.040.040.33 95th-Percentile Queue Length \[ft\]14.6514.6514.6513.0913.0913.096.616.616.611.041.048.24 d_A, Approach Delay \[s/veh\]0.033.1714.9610.20 Approach LOSAABB d_I, Intersection Delay \[s/veh\]3.58 Intersection LOSC Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 45 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width \[ft\]12.0012.00 No. of Lanes in Pocket00 Pocket Length \[ft\]100.00100.00 Speed \[mph\]30.0030.00 Grade \[%\]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input \[veh/h\]268 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage \[%\]3.003.00 Growth Rate1.091.09 In-Process Volume \[veh/h\]00 Site-Generated Trips \[veh/h\]00 Diverted Trips \[veh/h\]00 Pass-by Trips \[veh/h\]00 Existing Site Adjustment Volume \[veh/h\]00 Other Volume \[veh/h\]00 Total Hourly Volume \[veh/h\]289 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume \[veh/h\]82 Total Analysis Volume \[veh/h\]3010 Pedestrian Volume \[ped/h\]00 Bicycle Volume \[bicycles/h\]00 Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 46 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area \[veh\]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement \[s/veh\]0.000.00 Movement LOSAA 95th-Percentile Queue Length \[veh\]0.000.00 95th-Percentile Queue Length \[ft\]0.000.00 d_A, Approach Delay \[s/veh\]0.000.00 Approach LOSAA d_I, Intersection Delay \[s/veh\]0.00 Intersection LOSA Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 47 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 48 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 49 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 50 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 3: 3: AM 2019 No-Build Traffic Impact StudyRiverstone Residential C 51 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 4: PM 2019 No-Build Report File: C:\\...\\PM 2019 No-Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A 2Hadley Ave & 90th StAll-way stopHCM2010SBT9.9A 3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00315.1C 4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.5B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05116.0C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0000.0A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 52 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):9.7 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.001 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000001100110 Total Hourly Volume \[veh/h\]00051123400367 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]0001001900102 Total Analysis Volume \[veh/h\]00051123700398 Pedestrian Volume \[ped/h\]02200 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 53 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00 d_M, Delay for Movement \[s/veh\]9.029.738.499.269.748.737.410.000.007.300.000.00 Movement LOSAAAAAAAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.000.020.020.020.080.080.080.000.000.00 95th-Percentile Queue Length \[ft\]0.000.000.000.620.620.622.012.012.010.000.000.00 d_A, Approach Delay \[s/veh\]9.089.250.380.00 Approach LOSAAAA d_I, Intersection Delay \[s/veh\]0.86 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 54 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):9.9 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]1114301300011300 Total Hourly Volume \[veh/h\]45178224295980391413 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]1248618022011401 Total Analysis Volume \[veh/h\]491932443211090421513 Pedestrian Volume \[ped/h\]35022 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 55 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]1.452.020.220.09 95th-Percentile Queue Length \[ft\]36.2750.465.542.22 Approach Delay \[s/veh\]9.6710.448.228.60 Approach LOSABAA Intersection Delay \[s/veh\]9.91 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 56 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):15.1 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.003 Intersection Setup NameHadley AveHadley Ave92nd St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave92nd St Base Volume Input \[veh/h\]192236280121 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]26005600 Total Hourly Volume \[veh/h\]235239361123 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]641119806 Total Analysis Volume \[veh/h\]255242392125 Pedestrian Volume \[ped/h\]009 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 57 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.030.000.000.03 d_M, Delay for Movement \[s/veh\]0.000.007.910.0015.109.89 Movement LOSAAAACA 95th-Percentile Queue Length \[veh\]0.000.001.521.520.110.11 95th-Percentile Queue Length \[ft\]0.000.0037.8937.892.752.75 d_A, Approach Delay \[s/veh\]0.000.7710.09 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.83 Intersection LOSC Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 58 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):13.5 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.007 Intersection Setup NameHadley AveHadley Ave94th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.00 Grade \[%\]0.000.000.00 Crosswalknonoyes Volumes NameHadley AveHadley Ave94th St Base Volume Input \[veh/h\]171122236313 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]000000 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]26005600 Total Hourly Volume \[veh/h\]212124313314 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]58078514 Total Analysis Volume \[veh/h\]230126340315 Pedestrian Volume \[ped/h\]005 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 59 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.02 d_M, Delay for Movement \[s/veh\]0.000.007.780.0013.469.65 Movement LOSAAAABA 95th-Percentile Queue Length \[veh\]0.000.001.141.140.080.08 95th-Percentile Queue Length \[ft\]0.000.0028.5328.531.981.98 d_A, Approach Delay \[s/veh\]0.000.5510.29 Approach LOSAAB d_I, Intersection Delay \[s/veh\]0.63 Intersection LOSB Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 60 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):16.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.051 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]000000000000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]02106220000005 Total Hourly Volume \[veh/h\]01192590174281781201170 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]0327244785205319 Total Analysis Volume \[veh/h\]01292798189301891221276 Pedestrian Volume \[ped/h\]0005 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 61 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.070.000.000.050.020.000.050.030.09 d_M, Delay for Movement \[s/veh\]7.680.000.007.750.000.0015.9914.8210.0914.6914.889.41 Movement LOSAAAAAACBBBBA 95th-Percentile Queue Length \[veh\]0.000.000.000.870.870.870.240.240.240.270.270.28 95th-Percentile Queue Length \[ft\]0.000.000.0021.7121.7121.716.036.036.036.876.876.96 d_A, Approach Delay \[s/veh\]0.002.4015.4011.06 Approach LOSAACB d_I, Intersection Delay \[s/veh\]3.94 Intersection LOSC Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 62 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):0.0 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.000 Intersection Setup NameMississippi Dunes Blvd95th St ApproachNorthboundWestbound Lane Configuration Turning MovementRightLeft Lane Width \[ft\]12.0012.00 No. of Lanes in Pocket00 Pocket Length \[ft\]100.00100.00 Speed \[mph\]30.0030.00 Grade \[%\]0.000.00 Crosswalknono Volumes NameMississippi Dunes Blvd95th St Base Volume Input \[veh/h\]2436 Base Volume Adjustment Factor1.00001.0000 Heavy Vehicles Percentage \[%\]3.003.00 Growth Rate1.091.09 In-Process Volume \[veh/h\]00 Site-Generated Trips \[veh/h\]00 Diverted Trips \[veh/h\]00 Pass-by Trips \[veh/h\]00 Existing Site Adjustment Volume \[veh/h\]00 Other Volume \[veh/h\]00 Total Hourly Volume \[veh/h\]2639 Peak Hour Factor0.92000.9200 Other Adjustment Factor1.00001.0000 Total 15-Minute Volume \[veh/h\]711 Total Analysis Volume \[veh/h\]2842 Pedestrian Volume \[ped/h\]00 Bicycle Volume \[bicycles/h\]00 Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 63 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFree Flared Lane Storage Area \[veh\]00 Two-Stage Gap Acceptance Number of Storage Spaces in Median00 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.00 d_M, Delay for Movement \[s/veh\]0.000.00 Movement LOSAA 95th-Percentile Queue Length \[veh\]0.000.00 95th-Percentile Queue Length \[ft\]0.000.00 d_A, Approach Delay \[s/veh\]0.000.00 Approach LOSAA d_I, Intersection Delay \[s/veh\]0.00 Intersection LOSA Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 64 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 65 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 66 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 67 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 4: 4: PM 2019 No-Build Traffic Impact StudyRiverstone Residential C 68 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 5: AM 2019 Build Report File: C:\\...\\AM 2019 Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010NBT0.09010.3B 2Hadley Ave & 90th StAll-way stopHCM2010NBT11.9B 3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.13417.1C 4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.08714.9B 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.07018.9C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0119.1A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 69 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):10.3 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.090 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00040321700133 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]063110210000400 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000003600300 Total Hourly Volume \[veh/h\]06311421325504443 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]017316111501121 Total Analysis Volume \[veh/h\]06812423326004483 Pedestrian Volume \[ped/h\]1101 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 70 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.090.010.010.030.000.000.000.000.000.000.00 d_M, Delay for Movement \[s/veh\]9.9710.269.1210.119.928.747.330.000.007.350.000.00 Movement LOSABABAAAAAAAA 95th-Percentile Queue Length \[veh\]0.340.340.340.120.120.120.130.130.130.110.110.11 95th-Percentile Queue Length \[ft\]8.458.458.453.013.013.013.133.133.132.792.792.79 d_A, Approach Delay \[s/veh\]10.099.830.240.53 Approach LOSBAAA d_I, Intersection Delay \[s/veh\]5.05 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 71 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):11.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]102513081010022511 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]074002541100000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]3038704500036900 Total Hourly Volume \[veh/h\]413861001584220601411 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]11105304316016400 Total Analysis Volume \[veh/h\]454201101724240651511 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 72 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]3.930.900.430.08 95th-Percentile Queue Length \[ft\]98.1322.4210.732.09 Approach Delay \[s/veh\]13.629.188.828.91 Approach LOSBAAA Intersection Delay \[s/veh\]11.92 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 73 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):17.1 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.134 Intersection Setup NameHadley AveHadley Ave92nd St92nd St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave92nd St92nd St Base Volume Input \[veh/h\]0227279100000036 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]73200111442021000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]09000750000000 Total Hourly Volume \[veh/h\]73692818514420210039 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]21001250411060011 Total Analysis Volume \[veh/h\]84012920115460230042 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 74 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.010.000.000.010.000.000.130.000.030.000.000.07 d_M, Delay for Movement \[s/veh\]7.690.000.008.150.000.0017.1116.0310.9615.3314.8710.96 Movement LOSAAAAAACCBCBB 95th-Percentile Queue Length \[veh\]1.301.301.300.720.720.720.570.570.570.210.210.21 95th-Percentile Queue Length \[ft\]32.5432.5432.5418.1218.1218.1214.2914.2914.295.205.205.20 d_A, Approach Delay \[s/veh\]0.150.3315.0610.96 Approach LOSAACB d_I, Intersection Delay \[s/veh\]2.19 Intersection LOSC Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 75 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):14.9 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.087 Intersection Setup NameHadley AveHadley Ave94th St94th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave94th St94th St Base Volume Input \[veh/h\]0195029800000023 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]4700211132011000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]09000750000000 Total Hourly Volume \[veh/h\]43100220311320110025 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]18401553903007 Total Analysis Volume \[veh/h\]43370222112350120027 Pedestrian Volume \[ped/h\]0002 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 76 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.000.000.000.090.000.010.000.000.04 d_M, Delay for Movement \[s/veh\]7.720.000.007.970.000.0014.8914.4210.3413.9313.8010.35 Movement LOSAAAAAABBBBBB 95th-Percentile Queue Length \[veh\]1.031.031.030.720.720.720.340.340.340.120.120.12 95th-Percentile Queue Length \[ft\]25.6825.6825.6817.9317.9317.938.498.498.493.013.013.01 d_A, Approach Delay \[s/veh\]0.090.0713.7210.35 Approach LOSAABB d_I, Intersection Delay \[s/veh\]1.49 Intersection LOSB Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 77 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):18.9 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.070 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]1122145342318802451 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]0003200032001111 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]0720156000000018 Total Hourly Volume \[veh/h\]12051510510632041021585 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]05642929151101423 Total Analysis Volume \[veh/h\]12231611411532245021692 Pedestrian Volume \[ped/h\]0000 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 78 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.120.000.010.040.11 d_M, Delay for Movement \[s/veh\]7.460.000.007.980.000.0018.8616.7611.1915.8114.8110.04 Movement LOSAAAAAACCBCBB 95th-Percentile Queue Length \[veh\]0.590.590.590.640.640.640.680.680.680.150.150.39 95th-Percentile Queue Length \[ft\]14.6514.6514.6515.8915.8915.8917.0717.0717.073.713.719.63 d_A, Approach Delay \[s/veh\]0.033.9217.4510.84 Approach LOSAACB d_I, Intersection Delay \[s/veh\]5.05 Intersection LOSC Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 79 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):9.1 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.011 Intersection Setup NameMississippi Dunes BlvdGrenadier Ave95th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.00 Grade \[%\]0.000.000.00 Crosswalknonono Volumes NameMississippi Dunes BlvdGrenadier Ave95th St Base Volume Input \[veh/h\]0260080 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]00320011 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]000000 Total Hourly Volume \[veh/h\]028320911 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]089023 Total Analysis Volume \[veh/h\]0303501012 Pedestrian Volume \[ped/h\]000 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 80 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.020.000.010.01 d_M, Delay for Movement \[s/veh\]0.000.007.340.009.118.48 Movement LOSAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.070.070.070.07 95th-Percentile Queue Length \[ft\]0.000.001.701.701.721.72 d_A, Approach Delay \[s/veh\]0.007.348.77 Approach LOSAAA d_I, Intersection Delay \[s/veh\]5.17 Intersection LOSA Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 81 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 82 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 83 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Net NewSite Trips Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 84 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 85 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - FutureTotal Volume Riverstone Residential Scenario 5: 5: AM 2019 Build Traffic Impact StudyRiverstone Residential C 86 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Riverstone Residential Vistro File: C:\\...\\Riverstone Vistro.vistropdbScenario 6: PM 2019 Build Report File: C:\\...\\PM 2019 Build.pdf7/25/2014 Intersection Analysis Summary IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS 190th St & Grenadier AveTwo-way stopHCM2010SBT0.10610.5B 2Hadley Ave & 90th StAll-way stopHCM2010SBT11.7B 3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.12422.0C 4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.07016.9C 5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.06820.6C 95th St & Mississippi Dunes 6Two-way stopHCM2010WBL0.0459.2A Blvd V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for all other control types, they are taken for the whole intersection. Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 87 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #1: 90th St & Grenadier Ave Control Type:Two-way stopDelay (sec / veh):10.5 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutesVolume to Capacity (v/c):0.106 Intersection Setup NameGrenadier AveGrenadier Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameGrenadier AveGrenadier Ave90th St90th St Base Volume Input \[veh/h\]00051122100236 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]041707100001200 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]00000001100110 Total Hourly Volume \[veh/h\]04175721234012367 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]011212001903102 Total Analysis Volume \[veh/h\]04585781237013398 Pedestrian Volume \[ped/h\]02200 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 88 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeStopStopFreeFree Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.060.010.010.110.000.000.000.000.010.000.00 d_M, Delay for Movement \[s/veh\]10.1910.288.8410.5010.549.327.410.000.007.320.000.00 Movement LOSBBABBAAAAAAA 95th-Percentile Queue Length \[veh\]0.220.220.220.380.380.380.080.080.080.120.120.12 95th-Percentile Queue Length \[ft\]5.585.585.589.619.619.612.012.012.012.982.982.98 d_A, Approach Delay \[s/veh\]10.0710.520.381.59 Approach LOSBBAA d_I, Intersection Delay \[s/veh\]6.47 Intersection LOSB Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 89 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #2: Hadley Ave & 90th St Control Type:All-way stopDelay (sec / veh):11.7 Analysis Method:HCM2010Level Of Service:B Analysis Period:15 minutes Intersection Setup NameHadley AveHadley Ave90th St90th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0030.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalkyesyesyesyes Volumes NameHadley AveHadley Ave90th St90th St Base Volume Input \[veh/h\]31150174259870261013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]048008212700000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]1114301300011300 Total Hourly Volume \[veh/h\]4522622437721150391413 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]12616110264011401 Total Analysis Volume \[veh/h\]4924624441023160421513 Pedestrian Volume \[ped/h\]35022 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 90 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Movement, Approach, & IntersectionResults 95th-Percentile Queue Length \[veh\]2.023.360.280.10 95th-Percentile Queue Length \[ft\]50.4784.056.982.38 Approach Delay \[s/veh\]10.8212.788.809.02 Approach LOSBBAA Intersection Delay \[s/veh\]11.67 Intersection LOSB Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 91 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #3: Hadley Ave & 92nd St Control Type:Two-way stopDelay (sec / veh):22.0 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.124 Intersection Setup NameHadley AveHadley Ave92nd St92nd St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave92nd St92nd St Base Volume Input \[veh/h\]019223628000001021 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]242100354728014000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]02600560000000 Total Hourly Volume \[veh/h\]2425623939647280141023 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]77011110813804006 Total Analysis Volume \[veh/h\]2627824243051300151025 Pedestrian Volume \[ped/h\]0009 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 92 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.020.000.000.030.000.000.120.000.020.000.000.03 d_M, Delay for Movement \[s/veh\]8.430.000.007.960.000.0021.9620.8613.0520.1819.4510.06 Movement LOSAAAAAACCBCCB 95th-Percentile Queue Length \[veh\]1.181.181.182.092.092.090.520.520.520.120.120.12 95th-Percentile Queue Length \[ft\]29.4329.4329.4352.3052.3052.3012.9212.9212.922.952.952.95 d_A, Approach Delay \[s/veh\]0.720.6418.9910.45 Approach LOSAACB d_I, Intersection Delay \[s/veh\]1.87 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 93 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #4: Hadley Ave & 94th St Control Type:Two-way stopDelay (sec / veh):16.9 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.070 Intersection Setup NameHadley AveHadley Ave94th St94th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]35.0035.0030.0030.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave94th St94th St Base Volume Input \[veh/h\]017112223600003013 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]12240014352107000 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]02600560000000 Total Hourly Volume \[veh/h\]122361243273521073014 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]364078910602104 Total Analysis Volume \[veh/h\]132571263553823083015 Pedestrian Volume \[ped/h\]0005 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 94 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Lanenono Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.010.000.000.020.000.000.070.000.010.010.000.02 d_M, Delay for Movement \[s/veh\]8.140.000.007.850.000.0016.8816.4611.2316.1816.049.84 Movement LOSAAAAAACCBCCA 95th-Percentile Queue Length \[veh\]0.910.910.911.431.431.430.270.270.270.090.090.09 95th-Percentile Queue Length \[ft\]22.6722.6722.6735.6435.6435.646.696.696.692.212.212.21 d_A, Approach Delay \[s/veh\]0.390.4915.4210.90 Approach LOSAACB d_I, Intersection Delay \[s/veh\]1.33 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 95 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #5: Hadley Ave & 95th St Control Type:Two-way stopDelay (sec / veh):20.6 Analysis Method:HCM2010Level Of Service:C Analysis Period:15 minutesVolume to Capacity (v/c):0.068 Intersection Setup NameHadley AveHadley Ave95th St95th St ApproachNorthboundSouthboundEastboundWestbound Lane Configuration Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00 Speed \[mph\]40.0035.0030.0035.00 Grade \[%\]0.000.000.000.00 Crosswalknononoyes Volumes NameHadley AveHadley Ave95th St95th St Base Volume Input \[veh/h\]0902377139261671181060 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.003.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000000000 Site-Generated Trips \[veh/h\]0002100021003636 Diverted Trips \[veh/h\]000000000000 Pass-by Trips \[veh/h\]000000000000 Existing Site Adjustment Volume \[veh/h\]000000000000 Other Volume \[veh/h\]02106220000005 Total Hourly Volume \[veh/h\]01192511117428172912047106 Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]03273047858051329 Total Analysis Volume \[veh/h\]01292712118930183212251115 Pedestrian Volume \[ped/h\]0005 Bicycle Volume \[bicycles/h\]0000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 96 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStopStop Flared Laneno Storage Area \[veh\]0000 Two-Stage Gap Acceptancenono Number of Storage Spaces in Median0000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.090.000.060.140.13 d_M, Delay for Movement \[s/veh\]7.680.000.007.800.000.0020.5916.8311.3417.8717.349.63 Movement LOSAAAAAACCBCCA 95th-Percentile Queue Length \[veh\]0.000.000.000.950.950.950.550.550.550.750.750.44 95th-Percentile Queue Length \[ft\]0.000.000.0023.7723.7723.7713.6613.6613.6618.6418.6411.04 d_A, Approach Delay \[s/veh\]0.002.7818.0512.68 Approach LOSAACB d_I, Intersection Delay \[s/veh\]5.78 Intersection LOSC Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 97 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Level Of Service Report #6: 95th St & Mississippi Dunes Blvd Control Type:Two-way stopDelay (sec / veh):9.2 Analysis Method:HCM2010Level Of Service:A Analysis Period:15 minutesVolume to Capacity (v/c):0.045 Intersection Setup NameMississippi Dunes BlvdGrenadier Ave95th St ApproachNorthboundSouthboundWestbound Lane Configuration Turning MovementThruRightLeftThruLeftRight Lane Width \[ft\]12.0012.0012.0012.0012.0012.00 No. of Lanes in Pocket000000 Pocket Length \[ft\]100.00100.00100.00100.00100.00100.00 Speed \[mph\]30.0030.0030.00 Grade \[%\]0.000.000.00 Crosswalknonono Volumes NameMississippi Dunes BlvdGrenadier Ave95th St Base Volume Input \[veh/h\]02400360 Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000 Heavy Vehicles Percentage \[%\]3.003.003.003.003.003.00 Growth Rate1.091.091.091.091.091.09 In-Process Volume \[veh/h\]000000 Site-Generated Trips \[veh/h\]00210036 Diverted Trips \[veh/h\]000000 Pass-by Trips \[veh/h\]000000 Existing Site Adjustment Volume \[veh/h\]000000 Other Volume \[veh/h\]000000 Total Hourly Volume \[veh/h\]0262103936 Peak Hour Factor0.92000.92000.92000.92000.92000.9200 Other Adjustment Factor1.00001.00001.00001.00001.00001.0000 Total 15-Minute Volume \[veh/h\]07601110 Total Analysis Volume \[veh/h\]0282304239 Pedestrian Volume \[ped/h\]000 Bicycle Volume \[bicycles/h\]000 Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 98 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Intersection Settings Priority SchemeFreeFreeStop Flared Laneno Storage Area \[veh\]000 Two-Stage Gap Acceptanceno Number of Storage Spaces in Median000 Movement, Approach, & IntersectionResults V/C, Movement V/C Ratio0.000.000.010.000.050.04 d_M, Delay for Movement \[s/veh\]0.000.007.310.009.198.71 Movement LOSAAAAAA 95th-Percentile Queue Length \[veh\]0.000.000.040.040.270.27 95th-Percentile Queue Length \[ft\]0.000.001.111.116.676.67 d_A, Approach Delay \[s/veh\]0.007.318.96 Approach LOSAAA d_I, Intersection Delay \[s/veh\]6.77 Intersection LOSA Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 99 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Lane Configuration and Traffic Control Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 100 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Base Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 101 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Net NewSite Trips Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 102 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Other Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 103 Appendix C - Capacity Analysis Backup Generated with Version 2.00-11 Traffic Volume - Future Total Volume Riverstone Residential Scenario 6: 6: PM 2019 Build Traffic Impact StudyRiverstone Residential C 104