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05-19-16 Regular Meeting of the Planning and Zoning Commission
CityofLaPorte PlanningandZoningCommissionAgenda Noticeisherebygivenofa RegularMeeting oftheLaPortePlanningandZoningCommissiontobeheld on Thursday,May19,2016at6:00p.m.atCityHallCouncilChambers,604WestFairmontParkway,La Porte,Texas,regardingtheitemsofbusinessaccordingtotheagendalistedbelow: 1.Calltoorder. 2.Rollcallofmembers. 3.Considerapprovalofmeetingminutes:March17,2016,andApril21,2016. 4.OpenapublichearingonarequestforapprovalofReplat#1697000001byS.16 th StreetPartners LTDfortheproposed16 th StreetPartnersSubdivision,areplatofBlocks1172,1173,1174,1179, 1180and1181,TownofLaPorteSubdivision. a.Staffpresentation. b.Applicantpresentation. c.Publiccomment. d.Closepublichearing. e.ConsiderapprovalorotheractiononReplat#1697000001. th 5.ConsiderarequestforapprovalofaMajorDevelopmentSitePlan#1683000001byS.16Street th PartnersLTDforaproposedwarehousedistributionfacilityat1401S.16Street(southeastcorner th ofS.16StreetandtheunimprovedW.MStreetrightofway). 6.OpenapublichearingonarequestforapprovalofReplat#1697000002byW.DeanLawtherfor theproposedLocLomaΑSection1Replat,areplatofLots69and1113,Block1,LocLoma SubdivisionΑSection1. a.Staffpresentation. b.Applicantpresentation. c.Publiccomment. d.Closepublichearing. e.ConsiderapprovalorotheractiononReplat#1697000002. 7.Administrativereports. 8.Commissioncommentsonmattersappearingontheagendaorinquiryofstaffregardingspecific factualinformationorexistingpolicy. 9.Adjourn. AquorumofCityCouncilmembersmaybepresentandparticipateindiscussionsduringthismeeting; however,noactionwillbetakenbytheCouncil. IncompliancewiththeAmericanswithDisabilitiesAct,TheCityofLaPortewillprovideforreasonable accommodationsforpersonsattendingpublicmeetings.Tobetterserveattendees,requestsshouldbe received24hourspriortothemeetings.PleasecontactPatriceFogarty,CitySecretary,at2814705019. CityofLaPorte604W.FairmontParkwayPhone:(281)4715020 PlanningandDevelopmentLaPorte,TX775716215Fax:(281)4705005 PlanningandZoningCommissionAgenda Thursday,May19,2016 Page2 CERTIFICATION IcertifythatacopyoftheThursday,May19,2016,agendaofitemstobeconsideredbythePlanningand ZoningCommissionwaspostedontheCityHallbulletinboardonthe____dayof ____________________,2016. Title: CityofLaPorte604W.FairmontParkwayPhone:(281)4715020 PlanningandDevelopmentLaPorte,TX775716215Fax:(281)4705005 PlanningandZoningCommission MinutesofMarch17,2016 CommissionersPresent:RichardWarren,NickBarrera,MarkFollis,LarryStockham,HalLawler, HelenLaCour CommissionersAbsent:LouAnnMartin,WyattSmith,TreyKendrick CityStaffPresent:DirectorofPlanningandDevelopmentTimTietjens,CityPlannerEric Ensey,AssistantCityAttorneyClarkAskins,andPlanningTechnicianRyan Cramer 1.Calltoorder. ChairmanHalLawlercalledthemeetingtoorderat6:02PM. 2.Rollcallofmembers. CommissionersWarren,LaCour,Barrera,StockhamandChairmanLawlerwerepresentforrollcall. CommissionerFollisarrivedat6:19PM. 3.Considerapprovalofmeetingminutes:February18,2016,Meeting. Motion byCommissionerBarreratoapprovethemeetingminutesofFebruary18,2016. 4.Second byCommissionerLaCour.Motioncarried. Ayes:Warren,Lawler,Stockham,Barrera,andLaCour. Nays: 5.ConsiderarequestbyLibertyPropertyTrustforapprovalofawaivertotheĭźƷǤƭDesign Guidelines(ExteriorFaçadeMaterials)asoutlinedinSection106928oftheCodeofOrdinance thth fortheproposedwarehousedistributionfacilityat1801S.16Street(southeastcornerofS.16 StreetandExportDrive). *Note:ChairmanLawlersuspendedtheagendaatthistimetomovetoagendaitems5,6,and7. Agendaitem4wasconsideredafteragendaitem7. JoePowers,theapplicantKen/ŷğƓŭƭarchitectspoketotheCommissionabouthowtheycannot putalloftheirstoneontojusttwosides.CommissionerFollissaidthatthiswasstillnotthe intentionofthefaçadeordinance. Theapplicantcontendedthatnotonlyisthe20%brickorstonealargecostforawarehouse building,theCommissionsaidthatitwouldnotmakesensetoputbrickorstoneonthesidewhere thedockdoorswillreceiveshipmentsyettoput20%ofthewholeĬǒźƌķźƓŭƭworthofbrickorstone onthetwoofficesideswouldnotlookgoodeitherandwouldgoagainstthelookthathiscompany attemptstocreatewiththeirbuildings. PlanningandZoningCommission MinutesofMarch17,2016 Page2of4 CommissionerFollisreiteratedhispointthatiftheywaverontherecentlyadaptedfaçade guidelines,itwillopenuproomformoredeviations.Whiletheapplicantattemptedtonegotiate forapercentagelowerthan20%,CommissionerFollissaidthatitneededtoreachtherequired amountofbrickorstone. TheapplicantaskedwhenthedesignguidelineswereputintotheCodeofOrdinancesbecauseit didnotcomeupintheirprepurchaseresearchoftheproperty.Hewasthentoldthatduetoan oversightitwasneverputintotheCodeofOrdinances. CommissionerWarrencommentedthatthe/ƚƒƒźƭƭźƚƓƭdenialinthelastmeetingwasnotabout tryingtogetslightlymorebrickorstone,butwasinsteadaboutgettingall20%.Hesaidthatthe CommissionworkshardtomakeLaPortebeautifulandthatmeansgetting20%brickorstoneon thebuilding. Motion byCommissionerWarrentodenyawaivertotheĭźƷǤƭDesignGuidelines(ExteriorFaçade Materials)asoutlinedinSection106928oftheCodeofOrdinancefortheproposedwarehouse distributionfacilityat1801S.16thStreet(southeastcornerofS.16thStreetandExportDrive). Second byCommissionerFollis.Motioncarried. Ayes:Follis,Warren,Barrera,LaCour,Stockham Nays: 6.ContinueapublichearingfromandopenedduringtheFebruary18,2016RegularMeetingofthe PlanningandZoningCommissiontoreceiveinputonproposedmodificationstoOrdinanceNo. 1444,morecommonlyknownastheCityofLaPorteDevelopmentOrdinance,regulatingreview processforsubdivisions,siteplansandotherdevelopmentrelatedrequirementsandcodifying theregulationsaspartofChapter86oftheCityofLaPorteCodeofOrdinances. ChairmanLawleropenedthepublichearingat6:19 a.StaffPresentation CityPlannersaidthattherehasnotbeenalargescalereviewoftheDevelopment Ordinancesince1985.Thereviewwasdonewiththehelpofacommitteecontaining CommissionersWarren,Follis,BarreraandMartin.IngeneraltheDevelopmentOrdinance wasreorganizedsoitcouldbecodifiedwithinthe/źƷǤƭcodeofordinances.Amongstother moreminorchanges,CityPlannerEnseysaidthatthePreApplicationDevelopment Meetinghastakentheplaceoftheͻ{ƉĻƷĭŷtƌğƓͼinthisnewdevelopmentordinance. CityPlannerEnseyalsoarguedthatthe/źƷǤƭfeescheduleshouldbemovedtoAppendix Asoitcanbeadjustedeasier.AlsoforlegalpurposesCityPlannerEnseysuggested changingthetermfromvariancestowaiverswhendiscussingdeviationrequeststothis newsection. CommissionerBarreraaskediftheyhadmovedforwardwiththeideatorequireapre buildingtopographicsurveyandanasbuilttopographicsurvey,becausehisworkschedule PlanningandZoningCommission MinutesofMarch17,2016 Page3of4 madeitdifficultforhimtomakesubcommitteemeetings.CommissionerFollissaidthat theideadidnotmoveforwardbecauseoftheextracostonthedevelopertodoit. CommissionerFollissuggestedrequiringtheengineertosignalettersayingthatitwas builttohisorherspecifications.Aftersomediscussionoverwhetherornotthereneedsto beanasbuiltsurveyoriftheengineersignedletterworksandhowmuchoftheproperty willneedtobeaccountedfor.TheCommissiondecidedonalettersignedbytheengineer attestingtotheareathatwasdisturbed.Thislanguagewouldbeaddedintothesections formajorandminorsiteplans. b.ApplicantPresentation Therewasnoapplicantpresentation. c.PublicComments(for,against,orquestions) Therewerenopubliccomments. d.QuestionandAnswer Therewerenoquestions. 7.Closepublichearing. ChairmanLawlerclosedthepublichearingat7:07 8.ConsiderarecommendationtotheLaPorteCityCouncilontheproposedmodificationsto OrdinanceNo.1444andthecodificationofthoseregulationsaspartofChapter86oftheCity ofLaPorteCodeofOrdinances. Motion byCommissionerStockhamtorecommendtoCityCouncilapprovaloftheproposed modificationstoOrdinanceNo.1444andthecodificationofthoseregulationsaspartofChapter 86oftheCityofLaPorteCodeofOrdinanceswiththeconditionsthatthefeeschedulebe removedandasignedletterfromtheengineerattestingtothefinishedproductberequiredon allmajorandminorsiteplans. Second byCommissionerFollis.Motioncarried. Ayes:Warren,LaCour,Barrera,Follis,Stockham,andLawler Nays 9.Administrativereports. PlanningDirectorTimTietjensnotifiedtheCommissionthattheirrecommendationontheWarwick HomesrezonedidnotpasswithCityCouncil. PlanningandZoningCommission MinutesofMarch17,2016 Page4of4 CommissionerFollissaidthattheyneedtolookintosomeoftheNAICScodesthatareallowedin certainzones,possiblyevensplittingcarrepairshops,veterinariansandthelikebytypeso18 wheelerrepairshopsdonotendupinGeneralCommercialzones. 10.Commissioncommentsonmattersappearingontheagendaorinquiryofstaffregardingspecific factualinformationorexistingpolicy. CommissionerFollissaidthatitmaybetimetolookattheFutureLandUseMapanddiscussthe usefulnessofNeighborhoodCommercialzonedproperties. 11.Adjourn. Motion byCommissionerWarrentoadjourn. Second byCommissionerLaCour.Motioncarried. Ayes:Barrera,Follis,Warren,Stockham,LaCourandLawler. Nays: ChairmanLawlerclosedthemeetingat8:20PM. Respectfullysubmitted, RyanCramer Secretary,PlanningandZoningCommission PassedandApprovedon________________________,2016. HalLawler Chairman,PlanningandZoningCommission PlanningandZoningCommission MinutesofApril21,2016 CommissionersPresent:TreyKendrick,RichardWarren,NickBarrera,MarkFollis,WyattSmith, LarryStockham,HalLawler CommissionersAbsent:LouAnnMartin,HelenLaCour CityStaffPresent:DirectorofPlanningandDevelopmentTimTietjens,CityPlannerEric Ensey,AssistantCityAttorneyClarkAskins,andPlanningTechnicianRyan Cramer Calltoorder. 1. ChairmanHalLawlercalledthemeetingtoorderat6:00p.m. RollCallofMembers. 2. CommissionersKendrick,Smith,Warren,Barrera,Follis,Stockham,andChairmanLawlerwere presentforrollcall. OpenapublichearingtoreceiveinputonanapplicationforZoneChangeRequest#1692000001, 3. arequestbySulzerTurboServicesHoustonInc.torezonea5.0185acretractoflandlocatedsouth oftheexistingSulzerCampusat11518OldLaPorteRoadandlegallydescribedasReserveA,Sulzer SouthExpansionSubdivision,fromLargeLotResidential(LL)toLightIndustrial(LI). ChairmanLawleropenedthepublichearingat6:01PM. a.StaffPresentation CityPlannerEricEnseyintroducedagendaitems36togetherastheywererelated.The applicantSulzerTurboServicesHoustonInc.(Sulzer),requestedazonechangefromLarge LottoLightIndustrialaswellasachangetothe/źƷǤƭFutureLandUsePlan.Theapplicant assertedwhiletheyonlyneedtomaintaina50footsetback,theyleftatractzonedLargeLot withtheirdetentionpondinittocreatea250footbufferbetweentheirbuildingsandthe nearbyresidentialneighborhood.Thelotisalsosurroundedbydrainagechannelsand pipelines,makingitmoredifficulttodevelop.StaffrecommendedshouldtheCommission desiretorecommendapprovaloftherequest,toaddaconditionrequiringa30foot landscapingbufferalongtheF101drainagechannel. CityPlannerEnseyalsonotedthatthe/źƷǤƭComprehensivePlanhasagoaltomaintainthe LargeLotresidentialdistrictandthatasimilarzonechangerequestwasdeniedrecently. b.ApplicantPresentation DarayusPardivala,PresidentofNorthandSouthAmerican(533S.PortLane,Kemah,TX) businessforSulzerwastheĭƚƒƦğƓǤƭrepresentative.Hegaveabackgroundon{ǒƌǩĻƩƭ PlanningandZoningCommission MinutesofApril21,2016 Page2of6 history,theiroperationsintheplantandwhattheyhavedonefortheirneighborsandthe community. CommissionerBarreraaskedwhetherornotSulzerhadpurchasedthepropertytobe rezonedafterthecreationofthelargelotdistrictandtheyhadbeenaware. CommissionerSmithaskedifthebuildingwouldbeusedforonlystorageandtheapplicant confirmedthatitwouldbe. {ǒƌǩĻƩƭlegalcounselmadeastatementwherehereiteratedthattheplotoflandislocked inandthatthecomprehensiveplanshouldnotbetheendall. c.PublicComments(for,against,orquestions) Sulzerrepresentativesaskedwhointheaudiencewasinfavoroftherezoneandpeoplerose theirhands.TheCommissionthenaskedwhowiththeirhandsraisedwereresidentsofLa Porte.Noofficialcountwastaken. JuliaandDarrellHutchins(11311N.PStreet),aLomaxresident,arguedthatlargelotshould beleftaslargelotandbroughtpicturesfromaƓĻźŭŷĬƚƩƭbackyardtoshowthefactoryat night.Mrs.Hutchinsalsobroughtinaletterfromaneighborthatcouldnotmakethemeeting tovoiceobjection.Mrs.Hutchinsaskedforthoseagainsttherequesttoraisetheirhandand peoplerosetheirhands.Noofficialcountwastaken.Mr.Hutchinsidentifiedotherlocations whereSulzermightexpandtheirfacility,butSulzerrepresentativesexplainedwhythose locationswerenotfeasible. ChrisMurdock,anotherLomaxresident,talkedabouthowhecouldheartheSulzerfactory onhis4AMrunsandspokeagainsttherequest. MarkPool(1401LemonLane)statedthathewouldbethemostimpactedbyeitherscenario proposed.Heindicatedthathewasneitherinfavororopposedtothezonechangerequest. d.QuestionandAnswer TherewerequestionsaskedandansweredaboutSulzerandthegeneraltrendoflight industrialusesencroachingontheLargeLotDistrict. Closepublichearing. 4. ChairmanLawlerclosedthepublichearingat7:02PM. ConsiderarecommendationtotheLaPorteCityCouncilonZoneChangeRequest#1692000001. 5. Motion byCommissionerWarrentorecommendtoCityCouncil,denialofZoneChange Request#1692000001. Second byCommissionerBarrera.Motioncarried. PlanningandZoningCommission MinutesofApril21,2016 Page3of6 Ayes:Barrera,Warren,Kendrick,Lawler,andSmith Nays:Stockham Abstain:Follis ConsiderarecommendationtotheLaPorteCityCouncilonaproposedamendmenttotheFuture 6. LandUsePlancomponentoftheLaPorteComprehensivePlanbyamendingthelanduse designationfora5.0185acretractoflandlocatedsouthoftheexistingSulzerCampusat11518Old LaPorteRoadandlegallydescribedasReserveA,SulzerSouthExpansionSubdivision,fromͻ\[ğƩŭĻ LotwĻƭźķĻƓƷźğƌͼusetoͻ\[źŭŷƷLƓķǒƭƷƩźğƌͼuse. Motion byCommissionerWarrentorecommenddenialtoCityCouncilofaproposed amendmenttotheFutureLandUsePlancomponentoftheLaPorteComprehensivePlanby amendingthelandusedesignationfora5.0185acretractoflandlocatedsouthofthe existingSulzerCampusat11518OldLaPorteRoadandlegallydescribedasReserveA,Sulzer SouthExpansionSubdivision,fromͻ\[ğƩŭĻLotwĻƭźķĻƓƷźğƌͼusetoͻ\[źŭŷƷLƓķǒƭƷƩźğƌͼuse. Second byCommissionerBarrera.Motioncarried. Ayes:Barrera,Warren,Kendrick,LawlerandSmith Nays:Stockham Abstain:Follis *Note:ChairmanLawlercalledforabreakat7:10.Themeetingreconvenedat7:20PM. ConsiderarequestbyLibertyPropertyTrustforapprovalofamajordevelopmentsiteplanfora 7. proposedwarehousedistributionfacilityat1801S.16thStreet(southeastcornerofS.16thStreet andExportDrive). CityPlannerEricEnseypointedoutthecorrectaddressof1702Highway146S.CityPlannerEnsey wentontosaythatalllandscapingandparkinghadmetcoderequirements.Staffrecommended thattheCommissionaddaconditionthatthefiremarshalapprovethesiteplan. CommissionerSmithaskedifitwasanalloweduseinthezoningdistrict.CityPlannerEnsey assuredhimthataccordingtotheSpecialConditionalUsePermitforPortCrossingtheirproposed usewasallowed. KenChang,theapplicant,fromLibertyPropertyTrustsaidthathesupportedƭƷğŅŅƭ recommendationofapproval. Motion byCommissionerKendricktoapproveaMajorDevelopmentSitePlan(#1583000002) toallowforconstructionofanewFlexOffice/WarehouseFacilityforthepropertylocatedat thenorthwestcornerofStateHighway146FeederRoadandExportDrive(1702Highway146 South)inthePortCrossingBusinessPark. Second byCommissionerSmith.Motioncarried. PlanningandZoningCommission MinutesofApril21,2016 Page4of6 Ayes:Barrera,Smith,Kendrick,Warren,Follis,Stockham,andLawler Nays: OpenapublichearingtoreceiveinputonproposedmodificationstoChapter106(Zoning)ofthe 8. CityofLatƚƩƷĻƭCodeofOrdinancesinconnectionwithanannualreviewasrequiredbySection 10665oftheĭźƷǤƭCodeofOrdinances. ChairmanLawleropenedat7:32PM. a.StaffPresentation CityPlannerEricEnseymentionedthatwhenapprovedin2014,itwasaddedthatChapter106 shouldbereviewedyearly,duetothedevelopmentordinancereview,staffandtheCommission missedlastǤĻğƩƭupdate.CityPlannerEnseywentthroughthechangessectionbysectionwith theCommission. CommissionerFollisaskedforclarificationontheƭƷğŅŅƭabilitytorevokeazoningpermitand whentheywouldusethatpower.CityPlannerEnseyrespondedthatitwouldonlybeinextreme circumstanceswheretheapplicantsaidapropertywouldhaveoneusebutinpracticeis somethingdifferent. TheCommissiondebatedwhetherornottoseparatecarandtruckrepairinthecodeandput truckortrailerrepairinindustrialdistricts. b.ApplicantPresentation Therewasnoapplicantpresentation. c.PublicComments KenChangofLibertyPropertyTrustcameforwardtopresentsomerevisionstheymadetothe codeconcerningfaçadedesignrequirementsforconsideration. TheCommissionthankedMr.Changforhiscontributionandnotedtheirappreciationtohave industryvoiceswhendesigningthecode. d.QuestionandAnswer Therewerenoquestions. ClosePublicHearing 9. ChairmanLawlerclosedthepublichearingat8:41PM. ConsiderrecommendationtoCityCouncilonproposedmodificationstoChapter106(Zoning)of 10. theCityofLatƚƩƷĻƭCodeofOrdinancesinconnectionwiththecomprehensivereviewof PlanningandZoningCommission MinutesofApril21,2016 Page5of6 Chapter106(Zoning)bytheChapter106(Zoning)SubcommitteeoftheLaPortePlanningand ZoningCommission. Motion byCommissionerFollistorecommendtoCityCouncilapprovalofproposedmodificationsto Chapter106(Zoning)oftheCityofLatƚƩƷĻƭCodeofOrdinancesinconnectionwiththe comprehensivereviewofChapter106(Zoning)bytheChapter106(Zoning)SubcommitteeoftheLa PortePlanningandZoningCommission. Second byCommissionerStockham.Motioncarried. Ayes:Barrera,Smith,Kendrick,Warren,Follis,Stockham,andLawler Nays: AdministrativeReports 11. AtthistimeCommissionersFollis,Warren,andStockhamvolunteeredtobeonasubcommitteeto reviewChapter106ͻƚƓźƓŭͼforthecomingyear. CityPlannerEnseysaidthattheyhopetohavethebylawsreadyforthenextCommissionmeeting. Commissioncommentsonmattersappearingontheagendaorinquiryofstaffregardingspecific 12. factualinformationorexistingpolicy. CommissionerKendrickthankedthesubcommitteeforalltheirhardwork. CommissionerWarrenthankedthepublicforhowmuchhehaslearnedoverthecourseofhiswork onhisCommission. Adjourn 13. Motion byCommissionerWarrentoadjourn. Second byCommissionerSmith. ChairmanLawleradjournedthemeetingat8:50p.m. Respectfullysubmitted, RyanCramer Secretary,PlanningandZoningCommission PassedandApprovedon________________________,2016. PlanningandZoningCommission MinutesofApril21,2016 Page6of6 HalLawler Chairman,PlanningandZoningCommission CityofLaPorte,Texas PlanningandZoningCommission May19,2016 AGENDAITEM4 th Considerapprovalofthe16StreetLandPartnersSubdivision(#1697000001) fortheReplatofBlocks1172,1173,1174,1179,1180and1181,ofTownofLaPorteSubdivision. th Applicant:S.16StreetPartnersLTD 9ƩźĭW͵9ƓƭĻǤͲ/źƷǤtƌğƓƓĻƩ tƌğƓƓźƓŭğƓķ5ĻǝĻƌƚƦƒĻƓƷ5ĻƦğƩƷƒĻƓƷ /źƷǤƚŅ\[ğtƚƩƷĻͲĻǣğƭ PlanningandZoningCommissionRegularMeeting May19,2016 Replat,Blocks1172,1173,1174,1179,1180and1181,TownofLaPorteSubdivision PlanningandDevelopmentDepartment StaffReport ISSUE ShouldthePlanningandZoningCommissionapprovetherequested16 th StreetLandPartners ReplatforthereplatofBlocks1172,1173,1174,1179,1180and1181,TownofLaPorte Subdivision? RECOMMENDATION Staffrecommendsapprovaloftheproposedreplat. DISCUSSION !ƦƦƌźĭğƓƷƭRequest: th TheapplicantandpropertyownerinthiscaseisS.16StreetLandPartners,LTD.Theapplicant isrequestingapprovalofareplattoconsolidateexistingplattedlotsintoonecommercial reserve.Theproposedreserveisintendedforcommercial/industrialdevelopment.Theintentof thisplatistoͻĭƌĻğƓǒƦͼthepropertyfromalegalstandpoint.Additionally,theapplicantis th dedicatingaЍЉǣЌЌВ͵ЋЊstripoflandasrightofwayforS.16Street. BackgroundInformation: th ThesubjectsiteislocatedatthesoutheastcornerofS.16StreetandtheunimprovedW.M Streetrightofway.TheattachedExhibitBisanAreaVicinityMapshowingthelocationofthe proposedreplat. Thesubjectsiteis12.6288acresinareaandiszonedPUD,PlannedUnitDevelopment.TheĭźƷǤƭ FutureLandUsePlan,asidentifiedintheComprehensivePlan,indicatesthissiteforLight Industriallanduse.TheattachedExhibitCshowsthezoningandExhibitDcontainslandusefor thesubjectsiteandsurroundingarea. Discussion: Industrialrequirements. TheproposedreplatisconsistentwithallindustrialarearequirementsoutlinedinSection106 522oftheĭźƷǤƭCodeofOrdinances.Allofthevariouscoverage,setback,height,etc. requirementsareverifiedthroughthesiteplanreview. Utilities. th ThereareexistingwaterandsewerlinesintheS.16Streetrightofwaytoaccommodatethis proposeddevelopment.Thecityhassufficientcapacitytoaccommodatethedevelopment. 1 PlanningandZoningCommissionRegularMeeting May19,2016 Replat,Blocks1172,1173,1174,1179,1180and1181,TownofLaPorteSubdivision DryUtilities:Becausethisisaonelotsubdivision,alldryutilities,includinggas,electricity,cable th andphone,canbeaccesseddirectlyfromS.16Street. Access. th AlllotsfrontonS.16Streetandwilltakedirectaccessfromtheexistingroadway.W.MStreet th isunimprovedatthistime.AlthoughthecityhasplanstoconstructW.MStreetfromS.16 StreettoHighway146,notimetablehasbeenestablishedforsuchconstruction;howeverthe constructionofthisroadwayisnotrequiredtoaccommodatedevelopmentofthisparcel. RightofWayDedication. AspartofaSpecialConditionalUsePermitapprovedbythePlanningandZoningCommission andCityCouncil,theapplicantwasrequiredtodedicateaportionofpropertyaspartoftheS. 16 th Streetrightofway.S.16 th Streetisa100footrightofwaynorthandsouthofthissite.The portionoflandassociatedwiththededicationisthelastplacewhererightofwaydedicationis th necessaryandwillprovideaconsistent100footrightofwayonS.16StreetfromFairmontto WhartonWeems. ATTACHMENTS ExhibitA:ApplicationandReplat ExhibitB:AreaVicinityMap ExhibitC:ZoningMap ExhibitD:LandUseMap 2 EXHIBIT A EXHIBIT A EXHIBIT B AREA MAP µ WY PK T ON M AIR F W LOCATION OF PROPERTY W M ST R EXPORT D 1 inch = 400 feet EXHIBIT C ZONING MAP µ HI WY PK T ON M AIR F W GC LOCATION OF PROPERTY W M ST LI PUD Legend GENERAL COMMERCIAL LIGHT INDUSTRIAL HEAVY INDUSTRIAL R EXPORT D PLANNED UNITY DEVELOPMENT 1 inch = 400 feet EXHIBIT D FUTURE LAND USE MAP µ COM LOCATION OF PROPERTY W M ST PO BI Legend LI COMMERCIAL BUSINESS INDUSTRIAL LIGHT INDUSTRIAL HEAVY INDUSTRIAL PARKS AND OPEN SPACE R EXPORT D HI 1 inch = 400 feet CityofLaPorte,Texas PlanningandZoningCommission May19,2016 AGENDAITEM5 ConsiderapprovalofaMajorDevelopmentSitePlan(#1683000001) toallowforconstructionofanewWarehouse/DistributionFacility forthepropertylocatedatthesoutheastcornerof S.16 th StreetandExportDrive(1402S.16 th Street). th Applicant:S.16StreetPartners,LTD 9ƩźĭW͵9ƓƭĻǤͲ/źƷǤtƌğƓƓĻƩ tƌğƓƓźƓŭğƓķ5ĻǝĻƌƚƦƒĻƓƷ5ĻƦğƩƷƒĻƓƷ /źƷǤƚŅ\[ğtƚƩƷĻͲĻǣğƭ PlanningandZoningCommissionRegularMeeting May19,2016 MajorDevelopmentSitePlanΑS.16 th StreetPartners,LTD PlanningandDevelopmentDepartment StaffReport ISSUE ShouldthePlanningandZoningCommissionapprovearequestbyS.16 th Street Partners,LTD,foraMajorDevelopmentSitePlantoallowconstructionoftheproposed newwarehouse/distributionfacilitylocatedat1402S.16 th Street? RECOMMENDATION StaffrecommendsapprovaloftheproposedMajorDevelopmentSitePlansubjecttothe followingcondition: 1.Beforethesiteplanisexecuted,theapplicantshallresolveanycommentsbythe ĭźƷǤƭengineerresultingfromthecurrentreviewofthedrainagecalculations. DISCUSSION Applicant/PropertyOwner: S.16 th StreetPartnersLTD !ƦƦƌźĭğƓƷƭRequest: Theapplicantisseekingtoconstructanewwarehouse/distributionfacility,whichis {ƷƩĻĻƷ͵ͼTheproposedfacilitywillbea193,586squarefoot referredtoasͻD/t16 th buildingwithassociateddevelopment,includingparking,drainage,utilities,landscaping, etc.Thesubjectsiteiscurrentlyundeveloped.TheattachedExhibitAistheproposed sitedevelopmentplanandotherinformationprovidedbytheapplicant. BackgroundInformation: Thesubjectsiteis12.6288acresinsize.Thesubjectsiteisproposedtobeplattedas UnrestrictedReserveA,16 th StreetLandPartnersplat,whichisbeingpresentedfor considerationconcurrentlywiththissiteplan.Thesubjectsiteislocatedatthe southeastcornerofS.16 th StreetandtheunimprovedW.MStreetrightofway adjacenttothePortCrossingBusinessPark.TheattachedExhibitEisanAreaMap showingthelocationofthesubjectproperty. ThesiteiszonedPUD,PlannedUnitDevelopment,andisundevelopedlandlocated withinthePortCrossingBusinessParkPUDarea.BecauseofthePUDzoning, developmentissubjecttotheSpecialConditionalUsePermit(SCUP)approvedbythe 1 PlanningandZoningCommissionRegularMeeting May19,2016 MajorDevelopmentSitePlanΑS.16 th StreetPartners,LTD CityCouncilonSeptember14,2015,underthename:GenerationalCommercial Properties.TheattachedExhibitFistheapprovedSCUP.Additionally,theattached ExhibitGistheZoningMapforthesite. Theproposeduse,warehouse/distribution,ispermittedintheapprovedSCUP.TheCity ofLatƚƩƷĻƭLandUsePlanidentifiesthisparcelasͻ\[źŭŷƷLƓķǒƭƷƩźğƌͼuse.ExhibitHisa LandUseMapexhibitshowingthesubjectsiteandsurroundingproperties.The followingtablesummarizesthesurroundingzoningandlanduses: ZoningLandUse bƚƩƷŷ GC,GeneralCommercialUndevelopedsite(acrossW.MStreetrightofway) th {ƚǒƷŷ PUD,PlannedUnitDevelopmentExistingwarehouse/distributionfacility(1701S.16 Street) th ĻƭƷ LI,LightIndustrialExistingwarehousebuildings(1410&1500S.16 Street) 9ğƭƷ PUD,PlannedUnitDevelopmentExistingregionaldetentionpondforPortCrossing Analysis: ThissitedevelopmentplanwasreviewedaccordingtotheprovisionsofAppendixEof theĭźƷǤƭDevelopmentOrdinance(No.1444).Becausetheoverallsiteisgreaterthan10 acresinsize,itrequiresapprovalbythePlanningandZoningCommission.Thesiteplan isalsosubjecttoallapplicablerequirementsoftheĭźƷǤƭZoningOrdinance(Chapter106 oftheĭźƷǤƭCodeofOrdinances)andallapplicablerequirementsofthePortCrossing SCUPapprovedforthissite.Planningstaffhasreviewedtheproposedsitedevelopment planandconcludedthattheapplicationcomplieswithallapplicablecoderequirements. ofƭƷğŅŅƭanalysisofvariousconsiderations: Thefollowingisadescription SiteImprovements. Thesitewillincludea193,586squarefootbuilding,newparkinglotswithatotalof156 automobileparkingspaces,truckloadingdocksonthewestsideofthebuilding,site circulation,utilityconnections,landscaping,anddrainageimprovements. Landscaping. Thesitedevelopmentplanincludesproposedlandscapinginaccordancewiththe provisionsofSection106800oftheCodeofOrdinances.Theapplicantisproposing plantingshadetreesandshrubsalongtheS.16 th StreetfrontageandtheW.MStreet frontage.TheapprovedSCUPforthesiterequirestheplantingoftherequiredshade treesalongW.MStreet,eventhoughthestreetisnotconstructedyet.Theproposed developmentwillmeetthestreettreerequirementsinthecode.Additionally,the proposeddevelopmentwillincludetheplantingoftherequiredshrubsbetweenthe parkingareaandadjacentpublicrightofwayat3feetoncenter.Theapplicantis proposingtreesandshrubsinplanterswithintheparkinglotareasinordertovisually 2 PlanningandZoningCommissionRegularMeeting May19,2016 MajorDevelopmentSitePlanΑS.16 th StreetPartners,LTD breakuptheparkinglotaswellasprovidefutureshaderelief.Staffhasreviewedthe landscapingproposedandfindsthattheproposeddevelopmentisconsistentwiththe landscapingrequiredinSection106800oftheCodeofOrdinances. TheZoningBoardofAdjustmentapprovedavariancetotherequiredЋЎlandscape frontagealongbothS.16StreetandW.MStreet.The.h!ƭapprovalwas th conditionedontheapplicantprovidingabermwithshrubsandtreesalongtheW.M StreetfrontagetoprovideavisualbufferfromthefutureW.MStreetandtheloading docksonthenorthsideofthebuilding.Thereisanexhibitintheinformationprovided bytheapplicant,labeledͻ!ƦƦĻƓķźǣ!Ͳͼthatshowstheproposedbermandlandscaping. Parkingandcirculation. Section106839oftheCodeofOrdinancesoutlinestheĭźƷǤƭparkingrequirementsfor warehouse/distributionuses.Therequirementsareasfollowsforthisdevelopment: per1,000sq.ft.(15spacesrequired) 1.OfficeΑ3 2.WarehouseΑ1.5pernonofficeemployee(125spacesrequired) Inthiscaseatotalof140parkingspacesarerequiredbycode.Theapplicantis proposingatotalof140parkingspaceswiththedevelopment.Theapplicantisalso providingthenecessaryADAparkingspacesrequired. Theproposeddrivewayscomplywithallseparation,width,radiusandotherdimensions outlinedinSection106835,Figure103.Theapplicantwillberequiredtoprovideany necessaryaccesspermitsfromTXDOTpriortoissuanceofabuildingpermit.Thisisa standardpracticeforalldevelopmentinthecity. Sidewalks. SidewalksarerequiredinaccordancewiththeĭźƷǤƭPublicImprovementCriteria Manual(PICM).ThesiteplanincludestherequiredsidewalksonS.16 th Street.Atthis time,thestaffisnotrecommendingconstructionofasidewalkalongtheW.MStreet rightofway,astherearenocurrentplansforconstructionoftheroad. RightofWayDedication. OnerequirementoftheSCUPwasthededicationofaportionofthesubjectsitefor rightofwaypurposes.Aspartoftheplattingofthisproperty,theapplicantisdedicating aЍЉǣЌЌВ͵ЋЊtractofland(13,568.4squarefeetinarea).Theportionoflandassociated withthededicationisthelastplacewhererightofwaydedicationisnecessaryandwill provideaconsistent100footrightofwayonS.16 th StreetfromFairmonttoWharton Weems. TrafficImpactAnalysis. OnerequirementoftheSCUPwasthattheapplicantconductaTrafficImpactAnalysis. TheattachedExhibitCisacopyoftheTIApreparedbyVoigtAssociatesonbehalfofthe applicant.TheĭźƷǤƭengineer,KlotzAssociates,conductedananalysisofthereportand 3 PlanningandZoningCommissionRegularMeeting May19,2016 MajorDevelopmentSitePlanΑS.16 th StreetPartners,LTD concurswiththemethodologyofthereportanditsfindings.Thereportfindsthatthe impactsgeneratedbythedevelopmentareminimaltotheexistingroadwaynetwork andthatnoadditionaloffsiteimprovementsarenecessary. Drainageanddetention. Theproposeddevelopmentisrequiredtoprovideonsitedetention.Asaresult,thesite planincludesadrypondtomeetthedrainagerequiredbytheĭźƷǤƭPublic ImprovementCriteriaManual(PICM).TheattachedExhibitDisacopyoftheDetention CalculationspreparedbyWard,Getz&AssociatesConsultingEngineersonbehalfofthe applicant.Atthetimethisstaffreportwasconducted,theĭźƷǤƭengineer,Klotz Associates,hadnotfinishedtheirreviewofthesecondsubmittalofthedrainagereport. StaffisconfidentthatifthereareanyremainingcommentsfromtheĭźƷǤƭengineerthey willbeminorinnatureandwouldsuggestthattheCommissionconditionapprovalof thesiteplanontheresolutionofanycommentsaspartoftheĭźƷǤƭreviewofthe DrainageCalculationspriortoexecutionofthesiteplan. Utilities. Therearesufficientpublicutilityfacilitiesinproximityofthissitetomeettheneedsof theproposeddevelopment.Thesitewilltapintoanexisting12inchsanitarysewerline ontheeastsideofS.16 th Street.Theproposeddevelopmentwilltapintotheexisting8 inchwaterlinesouthofthesubjectparcel.TheUtilitiesDivisionoftheĭźƷǤƭPublic WorksDepartmenthasreviewedthesiteplanandhasnoobjectiontoconnectiontothe ĭźƷǤƭwaterandsewerlinesasproposed. ArchitecturalFaçade. Theproposeddevelopmentwillbeconstructedascoloredtiltwallwithglassstorefront atalltheentrancesonS.16 th Street.Theapplicantisalsoproposingabandofstone alongthebaseofthefaçadealongS.16 th Streetandwrappingaroundbothsides. Conclusion: Basedontheanalysisabove,stafffindsthattheproposedMajorDevelopmentSitePlan fortheGCP16Streetbuildingcomplieswiththevariousapplicablecoderequirements th andshouldbeconsideredforapprovalsubjecttoresolutionofanydrainagerelated commentsresultingfromthelatestreviewofthedrainagecalculationsbytheĭźƷǤƭ engineer. ATTACHMENTS ExhibitA:ApplicationForm ExhibitB:GCP16 th StreetSitePlan ExhibitC:TrafficImpactAnalysis ExhibitD:DetentionCalculations ExhibitE:AreaMap 4 PlanningandZoningCommissionRegularMeeting May19,2016 MajorDevelopmentSitePlanΑS.16 th StreetPartners,LTD ExhibitF:GenerationalCommercialPropertiesSCUP ExhibitG:ZoningMap ExhibitH:LandUseMap 5 EXHIBIT A EXHIBIT B EXHIBIT B EXHIBIT B EXHIBIT B written consent of the Architect. LA PORTE COMMENTS www.powersbrown.com Houston, Texas 77002Copyright © 2013 POWERS BROWN ARCHITECTURE this drawing and the architectural work depicted therein are the sole property of Powers Brown Architecture. No portion of this drawing may be copied without the express ISSUED FOR PERMITISSUED FOR PERMIT SITE REVISIONS PER 1314 Texas Ave., 2nd S.16th STREET PARTNERS SHEET NUMBER CITY COMMENTS 713.224.0457 fax L1.1 S. 16th Street Tract. La Porte, Texas SITE REVISIONS REVISION 713.224.0456 GCP 16TH STREET LANDSCAPE A PROJECT FOR Floor PLAN 77571 LTD Member: American Society of Landscape Architects Wong & Associates, Inc. 151045 EW/SR 01.08.1603.18.1604.07.1604.09.1605.10.16 GENERAL NOTES EW Bellaire, Texas 77402-2028 DATE Architects PROJECT TITLE CHECKED BY: PROJECT NO: P.O. Box 2028 SHEET TITLE DRAWN BY: Landscape SEAL N LANDSCAPE PLAN 44 SCALE: 1" = 50'-0" 4:1 planted shall The berm. with trees be Street. berm shall proposed proposed L1.1 earth hedge 1 M along height of Ligustrum the slope constructed and 36” subsurface-wise). Contractor shall install moisture barrier along building as necessary to keep water from penetrating underneath building planting materials maintenance may result in damage to property or persons. Client further acknowledges that he is solely responsible for All drainage (surface and subsurface) of all landscape areas within the project limits shall be the responsibility of the installing landscapecontractor and landscape maintenance company. All grading of areas along all building areas must absolutely have positive slope awayTHE FINISHED GRADE ELEVATIONS IN THESE CIVIL GRADING PLANS IN ORDER TO DETERMINE THE GROUND ELEVATIONS inside "REFER TO FINISHED GRADES SHOWN ON PROJECT CIVIL GRADING PLAN. IT WILL REPRESENT FINAL ELEVATIONS. CAREOR OTHER ALTERATIONS. THE THICKNESS OF SOD, GRASS AND LANDSCAPING MATERIALS SHOULD BE DEDUCTED FROM SHOULD BE TAKEN BY THE LANDSCAPE CONTRACTOR NOT TO INCREASE THESE FINISHED GRADES WITH LANDSCAPING berm continuous from building. In no case shall any plant bed be constructed along edge of building that will impede water flow away from building. If maintenance in areas such as, but not limited to, operation and maintenance of automatic irrigation system, all site drainage and all Waxleaf planting beds are located at edges of building, landscape contractor shall make sure that these areas drain properly (surface and Client acknowledges and agrees that proper Project maintenance is required after the Project is complete. A lack of or improper earth the be shall on proposed of A Planted top Slope Note: on 33 the results of any lack of or improper maintenance. Landscape Contractor's Responsibilities: Owner's Responsibility For Maintenance DURING CONSTRUCTION." slab. provided). provided) CITY OF LA PORTE LANDSCAPE REQUIREMENTS:provided). shrubs provided) ees68 es Shrubs required. (5 25 Street Trees Required. (25 tr s tre 25 Street Trees Required. (25 tree 25 Trees Required. ( 22 00 Street Frontages: 5 25 = 0 LF/ 3 A. South 16th Street: 740.00 LF/30 = B. West M Street: 724.00 LF/30 = 00 (east of site): 740. ng Requirements alo d Yar b D. Shru C. Side compost bark mulch + 1 part enriched topsoil + 1 part No. 1 Bank Sand + 3 Lbs. Time- released fertilizer, 14-14-14 per Plants shall be nursery grown in accordance with good horticultural practices under climatic conditions similar to those areas. All areas to be grassed shall be Prior to installation of any planting works (trees, shrubs,groundcover and grass works); apply "Round Up" in all plantingFinal Acceptance by Owner. Plants in an impaired, dead, or dying condition after initial acceptance or within 12 months polypropylene sheet 27 mils thick, 4 oz/s.y. grab tensile strength per ASTM D-4632; 90 lbs. (machine direction) 50 lbs.Maintenance of new plantings shall consist of watering, cultivating, weeding, mulching, restaking, tightening and repairFinal acceptance of lawn establishment shall mean that hydroseed areas are Ninety Five percent 95% uniform coverage b.Compact subgrade and slope away All trees shall be staked by a minimum of two metal "T" stakes for single trunk trees and three stakes for all multi-trunkWork shall include the final responsibility for proper surface drainage of planted areas. Any obstructions on the site, or Container grown stock when specified shall have grown in the container in which delivered for at least six months, butExcavate entire shrub bed to a depth of 8" plus the depth of the shrub container size (5 gal.) unless noted as being pitof guys; resetting plants for proper grades or upright position, and furnishing and application of pesticides/herbicides; all areas within limitsof the project including all right of way All plants shall be true of species and variety and shall conform to measurements (caliper size, trunk heights, spread)Particular care shall be exercised by the contractor to insure that the application is made uniformly and at the prescribed Excavate each tree hole 18" deep plus the depth of the tree container size (15 gal. Or 30 gal. Or 65 gal. Or 100 gal.). Test drainage of plant beds and plant pits by filling with water twice in succession. Conditions permitting the retentionThe maintenance period shall commence upon inspection and approval at Final Acceptance and shall be for a periodWatering: Coordinate with the Owner to properly operate irrigation system to assure a regular, deep watering program. Perform all work in accordance with all applicable laws, codes, and regulations required by authorities having jurisdiction overprior work done by another part, which precludes establishing proper drainage shall be brought to the attention of the a.Excavate areas between curb andc.Install weed filter fabric over entire All grass seed shall be fresh, re-cleaned grass seed of the latest crop, mixed in the following proportions by weight and hydromulched. Coordinate work with Where slope of areas to be grassed exceed a 3:1 H:V; an erosion control fabric shall be installed prior to hyromulching 2" cal. 30 gal. container; 9' to 10' ht.2" cal. 30 gal. container; 9' to 10' ht.2" cal. 30 gal. container; 9' to 10' ht. such work and provide all inspections and permits required by Federal, State, and local authorities in supply, transportation,The contractor shall be responsible for the verification of all underground utility lines (telephone, gas, water, electrical, cable,Excavate entire groundcover bed to a depth of 6" plus the depth of the groundcover container size (4" pot or 1 gal.).minimum one inch layer of topsoil to Planting supplied shall be warranted to remain alive and healthy for a period of twelve months (12) after the date of adhere to civil grading and drainage Prepared soil as backfill for shade and ornamental trees shall be: 5 part clay loam topsoil + 2 part compost + 1 part Plants shall be sound, healthy and vigorous, well branched, and densely foliated when in leaf. They shall be free ofCaliper measurements shall be taken at a point on the trunk six inches (6") above natural ground line for trees up to Cynodon Dactylon (Unhulled - Common Bermuda Grass) 85% pure live seed at 75 Lbs. Pure live seed per acre. All plants shall be heavy, symmetrical, tightly knit, so trained or favored for development and appearance as to be Prepared soil as backfill for shrubs and groundcovers and seasonal colors shall be: 1 part enriched mulch + 1 part Edge all planting bed areas with Ryerson steel edging to clearly define the edge of the planting bed the start of thesprays, and invigorants as are necessary to keep plantings free of insects and disease and in a thriving condition. Maintenance shall consist of weeding, fertilizing, insect control, watering, replanting, mowing, maintaining of existing crushed granite over entire areas. Slurry Mix Component per Acre shall be Wood cellulose fiber mulch = 2,000 pounds + Grass Seed as specified + fertilizer Install weed control barriers in all trees, shrub and groundcover planting areas. Weed barrier fabric shall be black Bed preparation: Immediately after the finished grade has been approved, begin hydroseeding operation to reduceGuarantee growth and coverage of hydromulch planting shall be a minimum on ninety five percent 95% of the area d.Install approved decomposed/ Apply seed, fertilizer and mulch by spraying them on the previously prepared seedbeds in the form of an aqueous Cynodon Dactylon (Hulled Common Bermuda Grass) 85% pure live seed at 75 Lbs. Pure live seed per acre. Size and Plant Requirements 2" cal. 30 gal. 8' to 9' ht. m/trk. building edge to a depth of 3". cleaned up, fine graded with a The landscape contractor shall coordinate the watering program for all the landscape work with the Owner. plan. Detention Pond shall be Seed which has become wet, moldy and otherwise damaged in transit or in storage will not be acceptable. 5 gal. planted at 36" o.c.5 gal. planted at 36" o.c.5 gal. planted at 30" o.c. Landscape maintenance work by the Landscape Contractor after final acceptance shall include the following: Spread a minimum two inch layer of pine bark mulch overall shrub and groundcover bed areas. Install and spread out a minimum of one inch layer of topsoil over all areas to be hydromulched. Hydromulched grass areas. Edging shall be Ryerson estate Curb, 1/8"x4" with new stakes free of rust. Annual Rye Grass or equal, 85% pure live seed at 175 Lbs. Pure live seed per acre.from building. planted will be covered with specified planting after sixty days with no bare spots visible. project G.C. Excavation work and Surface drainage works shall conform to the following requirements:(cross machine direction). Provide DeWitt "Weed Barrier" or aprpoved substitute. meeting the accepted standards of pure live seed content, purity and germination. of water for more than 24 hours shall be brought to the attention of the Owner. sharp sand + 4 Lbs. Commercial fertilizer per CY Or 10 Lbs. Organic fertilizer. areas. shall be removed and replaced immediately to the satisfaction of the Owner. not over two years. Samples must prove no rootbound conditions exist. TV, etc.) and all overhead utility easements prior to start of any planting works. of grass in excess of one inch height. No bare spots will be acceptable. superior in form, number of branches, compactness, and symmetry. mixture and by using the methods and equipment described herein. D.D. Blanchard Crepemyrtles Basham Pink Petite Pink Planting mix shall be thoroughly mixed in the following proportions: Knockout Oleander Common All plant materials shall possess the following minimum qualities:MagnoliaLigustrumCommonBermuda Live Oak Waxleaf Cypress Grass Hydromulching Work Requirements:Roses rate and to guard against miss and overlapped areas.Name Bald Grass seed shall have the following minimum ratio: Warranty Periods, Plant Guarantees, and Replacements: 11 Hydromulched seeding on Prepared finished grades: areas to eradicate all weed growths on site. Additional work requirements on landscape areas:with decomposed/ edge shall be filled grades and repair of any erosion damages. of the project for at least twelve months. disease, insects, pests, eggs, or larvae. curb and building crushed granite. Areas between Lagerstroemia Rosa Radrazz excessive weed growth and erosion. Grandiflora Botanical CY or 8 Lbs. Organic fertilizer.Virginiana as specified on the drawings.planted on landscape legend.Oleander Taxodium MagnoliaDistichumLigustrumJaponica Dactylon Quercus Cyndon four inches (4") in caliper. Nerium Landscape Requirements:Name Inspection and Final Acceptance:Indica Landscape Legend: (13-13-13) 800 pounds. of Ninety Days (90). and installation of materials. Summer Mix: Owner in writing. Winter Mix: Verify SF. QuantitiesVerify LF. (Verify) 512 124 21 35241485 process. trees. 4.Maintenance: Grass works: Decompo- Symbolic a.b.c.d.e.g.a.b.a.b.c.d.e.a.b.c.d.a.b.c.a.a.b.c.a.b.c.d.e.a.b.c.granite f. Grass Name WLsed MG NO KR TD LOLI 2.3.4.5.6.7.8.2.3.5. 1. 1 CCAA DDBB 151279 SCALE:As indicated B EXHIBIT TEXAS -4' - 0"F.F.-4' - 0" F.F.44' - 0"39' - 0"33' - 8"32' - 0"0"44' - 0"39' - 0"33' - 8"0" 44' - 0"39' - 0"0" CLR HEIGHTGROUND LEVEL ROOF LINETRUCK DOCKROOF LINETRUCK DOCK T.O.P. HIGHT.O.P. HIGH T.O.P. HIGH T.O.P. LOWT.O.P. LOW T.O.P. LOW A 11 1 B 10 2 C D 3 9 E ELEVATIONS - STONE DIAGRAM - OPTION 4 F 4 8 G H 5 7 OVERALL WEST ELEVATION - STONE DIAGRAM J 04/27/16 K 6 6 L SCALE: 7 5 8 4 9 3 OVERALL NORTH ELEVATION - STONE DIAGRAM OVERALL SOUTH ELEVATION - STONE DIAGRAM S. 16th STREET PARTNERS LTD 10 2 STONE DIAGRAM - OPTION 4 GCP 16TH STREET 11 1 SCALE:SCALE: A PROJECT FOR HOUSTON B EXHIBIT B EXHIBIT EXHIBIT C Voigt Associates, Inc. 2611 Garnet Court Pearland, Texas 77584 832.264.0429 Professional Traffic Engineers 713.436.0475 fax Texas Registered Firm F-5333 tony@voigtassociates.com April 28, 2016 Mr.Eric J. Ensey, City Planner City of La Porte Planning & Development 604 W. Fairmont Parkway La Porte, Texas 77571 RE:Review of GCP 16th Street Distribution Center Traffic Impact Analysis City of La Porte, Texas Response to Traffic Impact Review Comments by RPS Klotz Associates Dear Mr. Ensey, Thank you for forwarding review comments from RPS Klotz Associates dated April 25, 2016. After review, we did recognize a coding error in lane assignments at the SH 146 at Wharton Weems diamond interchange. That coding error was corrected and Exhibit A5 replaced, and all simulations re-runwith existing lane geometry asconfirmed via aerial and site/field photography. The simulation results changed very little as trafficvolumes (existing and projected)are relatively low as compared to thesignalized capacity of theinterchange. The level of service remained the same and delay typically changed by less than a second. No changes to the conclusions or recommendations of the study are necessary due to these recalculations. Previous simulation analysis results: 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard 2016 Existing18.9B22.1C 2018 Projected w/o development18.8B22.1C 2018 Projected w/development18.4B22.0C 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard 2016 Existing23.9C13.6B 2018 Projected w/o development23.9C13.6B 2018 Projected w/development24.0C13.6B Revised simulation results: 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard 2016 Existing18.9B22.4C 2018 Projected w/o development18.8B22.5C 2018 Projected w/development18.4B22.4C 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard 2016 Existing23.8C13.9B 2018 Projected w/o development23.8C13.9B 2018 Projected w/development23.7C13.9B EXHIBIT C Voigt Associates, Inc. April 28, 2016 Mr.Eric Ensey Page2 A revised TIA report is being provided as a companion to this letter.If you have questions about this reportor need additional information, please contact me at your convenienceat 832-264- 0429. Sincerely, Anthony Voigt, P.E., PTOE Principal EXHIBIT C Traffic Impact Analysis GCP 16 Street Warehouse/Distribution th Development South 16 Street at West N Street, La Porte, Texas th Prepared for Generational Commercial March 2016 Voigt Associates, Inc. Professional Traffic Engineers, Texas Registered Firm F-5333 Project 30501 Final Report (v1.2) EXHIBIT C Traffic Impact Analysis GCP 16 th Street Distribution Center th 16 Street at West N Street La Porte, Texas Prepared for Generational Commercial 4/28/2016 Voigt Associates, Inc. Texas Registered Firm F-5333 Prepared by Voigt Associates, Inc. Project 30501 March 2016 (v1.2) ©2016 Voigt Associates, Inc. EXHIBIT C Executive Summary This report presents a summary of the analysis and findings of a Traffic Impact Analysis (TIA) performed by Voigt Associates, Inc. for the proposed Generational Commercial 16 Street Warehouse/Distribution Center, to be located on the th southeast corner of 16 Street and West N Street (with the future M Street along the th north site frontage) in La Porte, Texas. The proposed site is currently undeveloped land. The proposed development will consist of a single building of about 193,586 square feet, consisting of a majority of warehouse space, with ancillary offices on the west side of the building. The site will provide about 135 parking spaces, with 52 truck bays total, equally divided between south and north sides of the facility. It was assumed for this study that the development is built-out and occupied in 2018. The site is proposed to have two access driveways to South 16 th of the north access driveway. Exhibit A1 shows the Site Location Map, Exhibit A2 presents the Proposed Site Layout, and Exhibit A3 shows the Proposed Site Layout on an aerial background. The scope of this study included collection of traffic data; determination of an estimate of the number of trips that may be generated by the proposed development for passenger vehicles and trucks; trip distribution and assignment of the new trips (for both passenger vehicles and trucks) to and from the existing roadway network; Level of Service analysis to determine the impacts of the proposed development on the surrounding roadway network for the study horizon; preparing recommendations for off-site roadway improvements, if necessary, to accommodate the estimated new traffic to the site and maintain acceptable or current levels of service; and preparing recommendations with respect to on-site circulation and driveway spacing per Harris County and City of La Porte guidelines. As an overall conclusion, the traffic operations impact of the development can be mitigated considering the amount of traffic the site is assumed to generate and the capacity available on the roadway network. A. Site Access The site includes two proposed driveways, both of which access directly to South 16 Street. The three driveways proposed for the site include: th 1.North proposed 2. th of the Ferguson Distribution Center north access driveway, this is a full access driveway. This . ES-1 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Both of these driveways should be designed with increased radii to accommodate the largest vehicles anticipated to make trips to and from the site (likely a WB-62 or WB-67), but site engineers should check to ensure adequate geometry is being provided for truck turning movements. There is some offset alignment at the north driveway, but with existing turning movements very low at the existing Vapor Point, LLC driveway, and low turning movements projected for the new distribution center drive. B. Off-Site Improvements The analysis indicates that no off-site improvements will be necessary to accommodate site generated traffic at the existing intersections included in the study area. Critical movements at the Fairmont at S. 16 Street intersection were found to th be minimally impacted by development traffic by examination of level of service and queue simulation output. Warrants for both left turn lanes and right turn lanes were examined for the site driveways on South 16 Street. In lieu of local guidelines for right turn lanes, the site th driveway on South 16 th guideline from the TxDOT Access Management Manual (60 vehicles per hour for roadways less than 45 mph). The peak hour volumes projected for the driveways on South 16 Street include about 10-15 right turns in the AM & PM peak hours, well th under the 60 turns per hour guideline. According to this often used guideline, no right turn deceleration lane would be required for the new development at either driveway. For left turns, the warrants used included techniques specified in the National Cooperative Highway Re Evaluating Intersection Improvements: An Engineering Study Guide. These guidelines are very similar to the AASHTO guidelines referenced in the TxDOT Access Management Manual. Regarding the left turn lane warrants, the NCHRP 457 figures for a two-lane roadway indicated that a left turn will not be required for either driveway. C. Other recommendations According to PICM, Section 6, construction of a sidewalk along the site frontage would be required unless waived by city staff, which should be considered given the open-ditch cross section of South 16 Street. th Disclaimer: This report has been prepared to assist in assessing the impacts of traffic generated by the subject development and is intended to provide an overview of relevant issues and represents the best estimates and opinion of Voigt Associates, Inc. While traffic forecasts cannot be precise forecasts, they do represent, in our view, a reasonable expectation for the future based on the information available to us as of the date of this report. The estimates contained within this document rely on engineering assumptions and judgments and may be influenced by external circumstances that are subject to changes that may materially affect the conclusions drawn. ©2016 Voigt Associates, Inc. This report and all material herein are protected by United States copyright law and may not be reproduced, distributed, transmitted, displayed, published or broadcast in whole or in part by any public or private entity without the prior express written permission of Voigt Associates, Inc. ES-2 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Table of Contents Section Page Executive Summary ................................................................................................................................ 1 List of Tables ........................................................................................................................................... 2 I. Introduction .......................................................................................................................................... 1 A. Description of Site Location and Definition of Study Limits .......................................................... 2 B. Description of the Proposed Development ................................................................................... 3 C. Selection of Analysis Periods ........................................................................................................ 3 II. Existing Conditions ............................................................................................................................. 3 A. Site Visits ........................................................................................................................................ 3 B. Study Area Land Use ..................................................................................................................... 4 C. Proposed Site Access ................................................................................................................... 4 D. Posted Speeds .............................................................................................................................. 5 E. Distances from Existing Streets and Driveways ............................................................................ 5 F. Alignment with Existing Streets and Driveways ............................................................................. 5 G. Intersection Layouts, Lane Usage and Roadway Configuration .................................................. 5 H. Traffic Control Devices .................................................................................................................. 6 I. Traffic Signal Timing and Phasing .................................................................................................. 6 J. Right of Way ................................................................................................................................... 6 K. Lane Widths ................................................................................................................................... 7 L. Daily and Peak-Hour Traffic Counts............................................................................................... 7 M. Pedestrian Facilities ...................................................................................................................... 8 N. Existing Level of Service of Roadway Sections and Intersections ............................................... 8 O. Photographs Documenting the Existing Site Conditions ........................................................... 11 III. Projected Traffic ............................................................................................................................... 12 A. Traffic Projection Details. ............................................................................................................. 12 B. Site Traffic .................................................................................................................................... 12 C. Background Traffic ...................................................................................................................... 13 D. Pass-By and Diverted Trips ......................................................................................................... 13 E. Total Traffic Estimates .................................................................................................................. 13 F. Future Traffic Conditions .............................................................................................................. 14 IV. Traffic Analysis ................................................................................................................................. 14 A. Simulation of Future Traffic Conditions ...................................................................................... 14 B. Warrant Analysis Results ............................................................................................................ 16 C. Arterial Impacts ........................................................................................................................... 18 D. Site Circulation and Parking Requirements ................................................................................ 18 E. Impacts to Nearby Neighborhoods ............................................................................................. 19 V. Conclusions and Recommendations ............................................................................................... 19 A. Site Access .................................................................................................................................. 19 B. Off-Site Improvements ................................................................................................................. 20 C. Other recommendations ............................................................................................................. 20 VI. Appendix APPENDIX A EXHIBITS APPENDIX B TRAFFIC DATA APPENDIX C TRIP GENERATION / DISTRIBUTION ANALYSIS DETAILS APPENDIX D TRAFFIC SIMULATION OUTPUT ANALYSIS RESULTS APPENDIX E SITE, ROADWAY & INTERSECTION PHOTOGRAPHS TOC-1 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C List of Tables Table Page Table 1. Peak Hour Traffic Volumes: South 16 Street, South of West N Street. ......7 th Table 2. LOS Thresholds for Signalized and Unsignalized Intersections. .................9 Table 3. Existing Level of Service (2016) for Study Intersections ........................... 10 Table 4. Projected Base Condition Level of Service (2018). ................................... 11 Table 5. Existing and Projected Level of Service for the Study Corridor. ............... 15 List of Exhibits (All Exhibits are located in Appendix A) Exhibit A1. Site Location Map Exhibit A2. Proposed Site Layout Exhibit A3. Proposed Site Layout Aerial Background Exhibit A4. Study Area Exhibit A5. Existing Traffic Control Conditions Schematic Exhibit A6. 2016 Weekday AM Peak Hour Turning Movements Exhibit A7. 2016 Weekday PM Peak Hour Turning Movements Exhibit A8. Trip Distribution, Origins/Destinations Weekday AM Peak Exhibit A9. Trip Distribution, Origins/Destinations Weekday PM Peak Exhibit A10. Trip Distribution, Driveways Weekday AM Peak Exhibit A11. Trip Distribution, Driveways Weekday PM Peak Exhibit A12. 2018 Weekday AM Peak Hour Turning Movementsw/o Development Exhibit A13. 2018 Weekday PM Peak Hour Turning Movementsw/o Development Exhibit A14. 2018 Weekday AM Peak Hour Turning Movementsw/ Development Exhibit A15. 2018 Weekday PM Peak Hour Turning Movementsw/ Development TOC-2 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C I. Introduction This report presents a summary of the analysis and findings of a Traffic Impact Analysis (TIA) performed by Voigt Associates, Inc. for the proposed Generational Commercial 16 Street Warehouse/Distribution Center, to be located on the th southeast corner of 16 Street and West N Street (with the future M Street along the th north site frontage) in La Porte, Texas. The proposed site is currently undeveloped land. The proposed development will consist of a single building of about 193,586 square feet, consisting of a majority of warehouse space, with ancillary offices on the west side of the building. The site will provide about 135 parking spaces, with 52 truck bays total, equally divided between south and north sides of the facility. The site is proposed to have two access driveways to South 16 th of the north access driveway. Exhibit A1 shows the Site Location Map, Exhibit A2 presents the Proposed Site Layout, and Exhibit A3 shows the Proposed Site Layout on an aerial background. The scope of this study included: 1.Defining the study limits and selection of required analysis periods; 2.Collection of traffic data, including manual turning movements at Fairmont Parkway and South 16 Street, South 16 Street at West N Street, Export Drive thth and WO Powell Road, and the interchange of SH 146 at Wharton Weems Boulevard. Several private driveways on South 16 Street near the proposed site th were counted as well. 24-hour counts were conducted on South 16 Street south th of West N Street; 3.Determination of an estimate of the background traffic volumes considering historic traffic volume growth rates and known, imminent developments in the study area; 4.Determination of an estimate of the number of trips that may be generated by the proposed development for passenger vehicles and trucks; 5.Trip distribution and assignment of the new trips (for both passenger vehicles and trucks) to and from the existing roadway network, including adjustment for pass- by trips, diverted-link trips, and internal capture (as applicable); 6.Level of Service analysis to determine the impacts of the proposed development on the surrounding roadway network for the study horizon; Page 1 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C 7.Preparing recommendations for off-site roadway improvements, if necessary, to accommodate the estimated new traffic to the site and maintain acceptable or current levels of service; and 8.Preparing recommendations with respect to on-site circulation and driveway spacing per Harris County and City of La Porte guidelines. A. Description of Site Location and Definition of Study Limits The proposed development site is located on a clear, undeveloped 12.3-acre tract at the north end of the Port Crossing Commerce Center, a 295-acre development that sits on the west side of SH 146 between McCabe Road to north of Export Drive. The proposed distribution center site has approximately 740 feet of frontage on South 16 Street, right-of-way for a future city street (West M Street) at th the north property line of the site. Detention is located to the east of the proposed building site. Exhibit A1 (located in Appendix A) presents a vicinity map and the location of the proposed development in relation to the surrounding roadway network. Exhibit A2 located in Appendix A, shows the existing aerial view of the subject tract. Exhibit A3, also located in Appendix A, presents the proposed site layout (aerial view). Exhibit A4, located in Appendix A, presents a map of the study area and notation of the traffic control status (signalized or unsignalized) of each intersection included in the study. Intersections included in the study analysis included: 1.Fairmont Parkway at South 16th Street; 2.South 16th Street at West N Street; 3.South 16th Street at Proposed GCP Distribution Access #1; 4.South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St; 5.South 16th Street at Private Driveway (Imperial Crane Service North Driveway), 225' S of West N St; 6.South 16th Street at Private Driveway (Imperial Crane Services South - 345' S of West N St.); 7.South 16th Street at Private Driveway (Compair), 565' S of West N St.; 8.South 16th Street at Proposed GCP Distribution Access #2; 9.South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive; 10.South 16th Street at Export Drive; Page 2 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C 11.Wharton Weems Boulevard at WO Powell Road; 12.State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard; and 13.State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard. B. Description of the Proposed Development The proposed site is currently undeveloped land. The proposed development will consist of a single building of 193,586 square feet, which will serve as a distribution and/or warehouse facility. A small portion of the facility will serve as an office. The timeline for completion of the development was assumed to start work in late 2016 with completion and full occupancy in 2018 or sooner. C. Selection of Analysis Periods The selection of critical analysis periods was based on the proposed land use, typical peak hours of operation for the travel center and peaking characteristics in the study area. Because Fairmont Parkway, South 16 Street and further east, SH 146, th generally experiences the typical weekday morning and afternoon peak periods, those critical weekday AM and PM peak hours were selected for analysis. To better understand the peaking characteristics in the study area, the manual turning movement counts and 24-hour counts were examined to determine the weekday peak periods. This count data is discussed in more detail in section II.L, but the weekday AM and PM peak hours were determined to be 6:45 A.M. to 7:45 A.M. and 4:45 P.M. to 5:45 P.M., respectively. Specific assumptions used for each peak period are discussed in more detail in section III. II. Existing Conditions In order to obtain an understanding of the existing traffic conditions within the study area, the current conditions near the site and within the study area were documented. This section presents a thorough review of available data and existing conditions at the site and includes discussion on site visits, area land uses, intersection layouts, roadway features, and traffic counts. A. Site Visits Several site visits were made in February and March 2016 in advance of the preparation of this report. During these site visits, traffic operations were observed and noted, including the apparent efficiency of signalized intersection operations (very good), unsignalized side street and driveway operations (no delays or queues Page 3 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C noted), and the adequacy of existing lane uses (all appear to be adequate). Exhibit A5, in Appendix A, shows the approximate locations of existing intersections and driveways near the site. B. Study Area Land Use The existing land use at the site is undeveloped land, zoned as a Planned Unit Development. The area land use around the site is generally industrial in nature on the west side of SH 146. On the east side of SH 146 is some small residential developments on the southeast corner of the SH 146 and Wharton Weems Boulevard interchange, golf course, and residential housing along Galveston Bay east of South Broadway Street. The site sits within the Port Crossing Commerce Center, a rail- served industrial development that will ultimately consist of four million square feet of warehouse and industrial facilities. Market conditions are driving development and build-out of the center, but currently a little over 1.4 million square feet have been completed. Recently, a warehouse distribution facility is being considered by the city at the southeast corner of South 16 Street and Export Drive, south of the proposed GCP facility, but this appears to th be the only imminent nearby development, and is in the planning stages. C. Proposed Site Access Proposed site access is shown on Exhibit A3, located in Appendix A. The site is proposed to have two new access drives: 1.North proposed 2. Distribution Center north access driveway, this is a full access driveway. This . Future access could be provided north frontage. Discussion about the location and operational impacts of these driveways in relation to the existing driveways along South 16 Street is discussed th later in this section. Page 4 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C D. Posted Speeds Along the site frontage, South 16 Street is posted as 35 miles per hour. Within the th study area and near the site, Fairmont Parkway is signed for 35 miles per hour, and Wharton Weems Boulevard is posted 35 miles per hour. No specific speed studies were completed as part of this analysis, but these posted speeds appears appropriate given the current conditions and functional classification of these roadways and relation to the overall area transportation network. E. Distances from Existing Streets and Driveways The distances of proposed driveways from existing streets and driveways are shown in Exhibit A3 in Appendix A. The north driveway will be located about 85 feet south of West N Street (and the future West M Street alignment). It is offset to the existing private driveway on the west side of S. 16 Street (Vapor Point, LLC). This offset is aligned so that concurrent th left turns to each driveway would not overlap. The south driveway is located about 85 feet north of the existing Ferguson Distribution Center driveway located on the east side of S.16 Street). It is located th about 90 feet south of the nearest driveway on the west side of S. 16 Street (at the th CompAir facility). F. Alignment with Existing Streets and Driveways access driveway. This should not cause a significant issue with the existing and anticipated traffic volumes from both driveways being fairly low and sight distance is good. As part of initial discussions with Harris County Traffic staff, it was shown that two trucks could turn simultaneously (north to west to W N Street and south to east into the site), so no mitigation on the north site driveway appears to be necessary. On the south driveway, with the nearest driveway on the west side of S. 16 Street th located 90 feet north, no alignment issues should exist. G. Intersection Layouts, Lane Usage and Roadway Configuration The existing intersection lane usage and roadway configurations are shown schematically in Exhibit A5 in Appendix A. Storage lengths and other geometric features for each intersection may be found in Appendix D in the simulation output. Page 5 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C South 16 Street and Wharton Weems Boulevard are classified as secondary th thoroughfares and operate as collector streets west of SH 146 through the Port Crossing Commerce center and to the north to Fairmont Parkway. Just south of the site, South 16 Street transitions from a three-lane cross section to a rural 2-lane th cross section. Along the site frontage, the pavement is in fair to good condition, and while signing is in good shape, the pavement markings could use updating between Export Drive and Fairmont Parkway. H. Traffic Control Devices The study area consisted of one signalized intersection at Fairmont Parkway and South 16 Street and one signalized diamond interchange (at SH 146 and Wharton th Weems Boulevard). It also included several stop-controlled public intersections and private driveways. Each of the new site driveways were assumed to be one-way stop controlled on approach to South 16 Street. No warrants were examined for all-way th stop or signalization as site-related traffic volumes would not likely be of a magnitude to warrant other more restrictive traffic control at site driveways or cause them to be met at other existing intersections. I. Traffic Signal Timing and Phasing Traffic signal timing sheets were not explicitly obtained for the analysis, but timings recorded in the field were used to confirm basic timing parameters (yellow time, all- red clearance, cycle lengths, etc.). Traffic signal operations at SH 146 and Wharton Weems Boulevard were simulated with TTI 4-Phase with overlaps actuated operations. Signal timings at Fairmont Parkway and South 16 Street included th protected left turns with generally good operation for side street calls. Traffic signal timing parameters input into the Synchro model used for this study may include minimum green times, yellow and red clearance times, left turn lead/lag sequences, coordination parameters (coordinated phases and offsets), vehicle extension and minimum gap parameters and pedestrian timings. J. Right of Way The right of way available on South 16 Street was noted as 6 th of way is likely adequate for the functional classification and existing traffic operations characteristics of the roadway, but future expansion may require additional right-of- way. The developers should check with city staff to ensure that any requirements for right-of-way donation are satisfied before the site plan is finalized. Page 6 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C K. Lane Widths The existing through lane widths on South 16 Street in the vicinity of the proposed th site driveways are 11-12. No paved shoulders are present along the site frontage. L. Daily and Peak-Hour Traffic Counts Peak hour traffic counts were collected for specific use in this traffic impact study. These peak hour traffic counts were taken on a weekday (with most being taken on Tuesday, March 8, 2016). Table 1 presents a summary of the peak hour counts, and detailed results of these counts are presented in Appendix B. Table 1. Peak Hour Traffic Volumes: South 16 Street, South of West N Street. th Location 24-Hours AM Peak Hour PM Peak Hour S. 16 Street th Northbound 1110 70 110 Southbound 980 90 90 Peak-hour intersection turning movement counts (by 15-minute increment) were taken at the intersections below. The results of these counts are presented in Appendix B and may be found in diagrammatic form in Appendix A as Exhibits A6 & A7 for each of the critical study hours. Fairmont Parkway at South 16th Street; South 16th Street at West N Street; South 16th Street at Private Driveway (Vapor Point LLC); South 16th Street at Private Driveway (Imperial Crane Service North Driveway); South 16th Street at Private Driveway (Imperial Crane Services South); South 16th Street at Private Driveway (CompAir); South 16th Street at Private Driveway (Ferguson Distribution); South 16th Street at Export Drive; Wharton Weems Boulevard at WO Powell Road; SH 146 Southbound Frontage Road at Wharton Weems Boulevard; and SH 146 Northbound Frontage Road at Wharton Weems Boulevard. The manual turning movement counts were processed to determine the traffic volumes and peak hour factors (PHF) for each peak hour at each intersection. As the study progressed, peak hours were defined (see Section I.C) for the overall study peak hours and turning movements and peak hour factors calculated for each Page 7 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C intersection for the study peak hours. These peak hour factors are shown on the turning movement count sheets and vary depending on the peak hour of interest. ranged from 0.88 to 0.94, indicating a fairly evenly divided travel demand during the peak hour. M. Pedestrian Facilities There are no existing sidewalks on South 16 Street along the site frontage on either th the east or west sides of the roadway. The newer Ferguson Distribution site does have a sidewalk along its South 16 Street frontage. According to PICM, Section 6, th construction of a sidewalk along the site frontage would be required. During the site visits, no pedestrian activity was noted. N. Existing Level of Service of Roadway Sections and Intersections This traffic impact analysis employed the macroscopic traffic simulation model Synchro, as well as the microscopic model SimTraffic, both part of the Synchro Pro 8.0 Simulation Suite. Synchro was used to input the roadway network geometry and signal timing parameters. If a signal timing optimization was completed, Synchro was used to optimize the signal timings. Most simulations were undertaken with Synchro, but some using SimTraffic to verify the Synchro findings. In some cases, microscopic traffic simulation models have advantages when simulating networks of mixed traffic control (signalized and unsignalized intersections adjacent in a network). Some of these advantages include much more robust simulation of actuated signal operations, more realistic gap acceptance simulation at unsignalized intersections, and more realistic arrival and departure sequences through arterial networks. All simulations in this study represent the peak 15 minute time periods within any peak hour. In general, the simulation results for the weekday peak periods could be generalized to represent almost an hour of traffic volumes since the volumes are relatively flat over the weekday peaks. For each of the critical peak hours identified for the development and adjacent roadway network, existing LOS were determined using the manual traffic counts taken in March 2016. Table 2 presents the per-vehicle delay thresholds that define each level of service. An explanation of the concept of level of service is that it is similar to grades in school A is the best, F the worst. Level of service (LOS) for signalized intersections is defined in terms of delay. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Delay is a complex measure, and is dependent Page 8 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C on a number of variables, including the quality of the signal progression, the cycle length, the green time ratio, and the v/c ratio for the lane group or approach in question. LOS is directly related to the control delay value. Note that the LOS thresholds are different for signalized intersections as compared to unsignalized intersections. The criteria for stop-controlled intersections have different threshold values than to those for signalized intersections primarily because drivers expect different levels of performance from distinct types of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than a stop-controlled intersection. Thus, a higher level of control delay is acceptable at a signalized intersection for the same level of service. At a two-way stop-controlled intersection, LOS is defined for each minor movement, but not for the intersection as a whole. Table 2. LOS Thresholds for Signalized and Unsignalized Intersections. Level of Service (LOS) Signalized Intersections Unsignalized Intersections Control Delay Per Vehicle Control Delay Per Vehicle (sec/veh) (sec/veh) A 0-10 B >10-20 >10-15 C >20-35 >15-25 D >35-55 >25-35 E >55-80 >35-50 F >80 >50 Table 3 summarizes the existing intersection LOS for each of the study intersections during each critical peak hour identified for this study. The delays reported within this report represent the average delay in the peak 15-minute time period within each peak hour, not the average delay over the entire peak hour as a whole. As shown in Table 3 and Table 4, all intersections in the study area are currently operating at very good levels of service in the peak hour (at LOS B/C), with LOS D as the typical threshold for intersection operations in urban and suburban environments. From field observation, the existing weekday signal timings are quite appropriate for the existing traffic volume conditions and the signal operation is generally characterized by crisp movement phase to phase and good coordination. The signal timings are typically running only minimum phase lengths as it appears that demand is relatively light most of the day, even with an assumed growth rate of 3% per year, the average control delays would not be estimated to change significantly from existing 2016 to Page 9 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C projected 2018 conditions. Simulation output for these intersections is included in Appendix D for all simulations completed. Table 4 summarizes the projected intersection LOS for each of the study intersections with background traffic grown at a 3% per annum rate this scenario was defined as the base traffic condition upon occupancy of the development (see Tables C3-C6 in Appendix C and Exhibits A12-A15 in Appendix A for turning movement counts). Table 3. Existing Level of Service (2016) for Study Intersections Intersection/Scenario AM Peak HourPM Peak Hour CriticalCriticalCriticalCritical Delay (s/v)LOSDelay (s/v)LOS 1. Fairmont Parkway at South 16th Street 2016 Existing21.7C25.0C 2. South 16th Street at West N Street 2016 Existing9.6A9.6A 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St 2016 Existing9.2A9.6A 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St 2016 Existing8.9A8.8A 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. 2016 Existing8.8A0.0A 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. 2016 Existing8.8A0.0A 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive 2016 Existing8.7A8.8A 10. South 16th Street at Export Drive 2016 Existing9.2A9.8A 11. Wharton Weems Boulevard at WO Powell Road 2016 Existing9.0A8.7A 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard 2016 Existing18.9B22.4C 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard 2016 Existing23.8C13.9B As shown in Table 3 and Table 4, all intersections in the study area are currently operating at very good levels of service in the peak hour (at LOS B/C), with LOS D as the typical threshold for intersection operations in urban and suburban environments. From field observation, the existing weekday signal timings are quite appropriate for the existing traffic volume conditions and the signal operation is generally characterized by crisp movement phase to phase and good coordination. The signal timings are typically running only minimum phase lengths as it appears that demand is relatively light most of the day, even with an assumed growth rate of Page 10 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C 3% per year, the average control delays would not be estimated to change significantly from existing 2016 to projected 2018 conditions. Simulation output for these intersections is included in Appendix D for all simulations completed. Table 4. Projected Base Condition Level of Service (2018). Intersection/Scenario AM Peak HourPM Peak Hour CriticalCriticalCriticalCritical Delay (s/v)LOSDelay (s/v)LOS 1. Fairmont Parkway at South 16th Street 2016 Existing21.7C25.0C 2018 Projected w/o development19.7C24.3C 2. South 16th Street at West N Street 2016 Existing9.6A9.6A 2018 Projected w/o development9.7A9.7A 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St 2016 Existing9.2A9.6A 2018 Projected w/o development9.2A9.7A 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St 2016 Existing8.9A8.8A 2018 Projected w/o development8.9A8.8A 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. 2016 Existing8.8A0.0A 2018 Projected w/o development8.9A0.0A 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. 2016 Existing8.8A0.0A 2018 Projected w/o development8.9A0.0A 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive 2016 Existing8.7A8.8A 2018 Projected w/o development8.8A8.9A 10. South 16th Street at Export Drive 2016 Existing9.2A9.8A 2018 Projected w/o development9.3A9.8A 11. Wharton Weems Boulevard at WO Powell Road 2016 Existing9.0A8.7A 2018 Projected w/o development9.0A8.7A 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard 2016 Existing18.9B22.4C 2018 Projected w/o development18.8B22.5C 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard 2016 Existing23.8C13.9B 2018 Projected w/o development23.8C13.9B O. Photographs Documenting the Existing Site Conditions Photographs of the proposed site driveway access locations may be viewed in Appendix E. Page 11 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C III. Projected Traffic If given the expected type of land use, its respective location within a roadway corridor, as well as some idea of access locations, a general estimation of new traffic demand for a proposed land use on a roadway or particular intersection can be made. This process is usually completed with the assistance of Trip Generation (2). Trip Generation is a compilation of over 5,500 studies of traffic characteristics generated at various land uses. The traffic projected using techniques outlined in Trip Generation must be viewed exclusively as traffic demand estimates, with some variation expected after full build-out and occupancy of the proposed development. A. Traffic Projection Details. The existing turning movement counts collected in March 2016 quantified the traffic volumes currently using the roadway facilities in the study area. No other significant developments in the immediate area were believed to influence traffic in the base condition year (2018), but further development of the Port Crossing Commerce center could impact these projections. However, assumed for this study is a 3% per year growth rate for background traffic on the roadway network. This additional traffic is generated by normal growth of the area. B. Site Traffic Traffic generated by the proposed site for the weekday peak hours was estimated using the ITE Trip Generation Manual. The proposed development will consist a single distribution building of 193,586 square feet. The site is expected to generate about 860 trips daily, with 118 trips to and from the site during the weekday A.M. peak hour, and about 90 trips during the P.M. peak hour (see Table C1). Distribution centers typically generate about 10-20% of daily trips by trucks, with fewer (around 5-10%) during the peak hours. Once trips were generated for the peak hours of the study, the trip distribution and assignment portion of the analysis could be completed. A generalized form of the gravity model was used to estimate site trip distribution. The trip distribution and assignment exercise was accomplished manually using spreadsheet solution. Exhibits A8 & A9 present the trip distribution percentages used for this study, With Exhibits A10 & A11 showing the driveway trip distributions. Table C2 presents the trip distribution and assignment exercise. This table shows the origins and destinations, trip distribution percentages to each origin and destination pair and the assumed routing for each to each site driveway. Trips were distributed: Page 12 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C To/From Fairmont, West of 16th Street To/From Fairmont, East of 16th Street To/From 16th Street, North of Fairmont To/From Export Drive, East of 16th Street To/From SH 146, South of Wharton Weems Details of the trip generation exercise for the development are shown in Appendix C in Tables C1 & C1-A. The site is expected to generate about 146 trips to and from the site during the weekday A.M. peak hour, and about 185 trips during the P.M. peak hour. Once trips were generated for the peak hours of the study, the trip distribution and assignment portion of the analysis could be completed. A generalized form of the gravity model was used to estimate site trip distribution. The trip distribution and assignment exercise was accomplished manually using spreadsheet solution. Exhibits A8 & A9 present the trip distribution percentages used for this study. Tables C2 and C2-A present the trip distribution and assignment exercise for passenger vehicles and trucks separately. These table shows the origins and destinations, trip distribution percentages to each origin and destination pair and the assumed routing for each to each site driveway. C. Background Traffic By compounding the existing traffic into future years using an assumed annual growth rate, the future natural traffic growth can be estimated. The background traffic growth rate is assumed to account for all smaller developments in the study area as well as area growth beyond study area. This growth rate was determined through analysis of historical trends in the region, the dynamics of growth and development in the area, and using engineering judgment. A 3% per annum growth rate was used in this study. D. Pass-By and Diverted Trips Because the development could be considered provision was made for reducing the trip estimates by pass-by or diverted-link trips. There was also no trip reduction made to account for internal capture. E. Total Traffic Estimates Once the trip generation and trip distribution exercise was complete for A.M. & P.M. peak hours examined for this study, the estimated ultimate traffic was determined for Page 13 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C the proposed site. These site generated volumes and how they distribute themselves through the roadway network are shown in Appendix C in Tables C5-A (passenger vehicles) and C5-B (trucks). F. Future Traffic Conditions Future traffic conditions for the year 2018 were then calculated based on the background traffic growth rate of 3% per annum and the ultimate traffic generation estimates for the site. The year 2018 traffic projection assumes full build-out and occupancy of the development. The total base condition traffic without development, estimated for the year 2018, is shown in Table C4 in Appendix C. The total traffic (projected base traffic plus site generated traffic) is shown in Table C6, also in Appendix C. The volume projections shown in Tables C4 & C6 in Appendix C are also shown in figure form in Exhibits A12-A15 in Appendix A. IV. Traffic Analysis The analysis of future traffic conditions in the study area was then undertaken for the year 2018 which was the estimated year that the site was assumed to be built-out and fully occupied (even though construction may be completed sooner). It is likely that signal timing changes could be required at the Fairmont and S. 16 Street and th SH 146 at Wharton Weems Boulevard signals within the study horizon of 2018 so the assumption that signal timings would be optimized for future traffic volume conditions was employed to more accurately reflect future traffic operations. This portion of the traffic impact analysis also employs the traffic simulation model Synchro, part of the Synchro Pro 8.0 Simulation Suite. Synchro was used to input the roadway network geometry and optimize the signal timings. HCS signalized and unsignalized output has been included for completeness as required. HCS output may be found in Appendix D. A. Simulation of Future Traffic Conditions The projected capacity and level of service (for both background traffic and total traffic) for the study year of 2018 are presented in Table 5 for the following cases: 2018 Projected Future Traffic Volume Condition without development traffic with 3%/year background growth rate; 2018 Projected Traffic Volumes with development traffic and with 3%/year background growth rate; Page 14 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Table 5. Existing and Projected Level of Service for the Study Corridor. Intersection/Scenario AM Peak HourPM Peak Hour CriticalCriticalCriticalCritical Delay (s/v)LOSDelay (s/v)LOS 1. Fairmont Parkway at South 16th Street 2018 Projected w/o development19.7C24.3C 2018 Projected w/development21.8C22.1B 2. South 16th Street at West N Street 2018 Projected w/o development9.7A9.7A 2018 Projected w/development10.3B10.2B 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St 2018 Projected w/o development9.2A9.7A 2018 Projected w/development9.5A9.9A 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St 2018 Projected w/o development8.9A8.8A 2018 Projected w/development9.1A8.9A 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. 2018 Projected w/o development8.9A0.0A 2018 Projected w/development9.0A0.0A 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. 2018 Projected w/o development8.9A0.0A 2018 Projected w/development9.0A0.0A 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive 2018 Projected w/o development8.8A8.9A 2018 Projected w/development8.9A8.9A 10. South 16th Street at Export Drive 2018 Projected w/o development9.3A9.8A 2018 Projected w/development9.3A10.1B 11. Wharton Weems Boulevard at WO Powell Road 2018 Projected w/o development9.0A8.7A 2018 Projected w/development9.1A8.7A 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard 2018 Projected w/o development18.8B22.5C 2018 Projected w/development18.4B22.4C 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard 2018 Projected w/o development23.8C13.9B 2018 Projected w/development23.7C13.9B Table 5 shows that with the assumed background traffic growth the primary study intersections will not degrade to levels of service below that projected without development traffic, and typically delays only vary to an average of one or two seconds per vehicle before to after. Some intersections may actually show a decreased average vehicle delay with development traffic, which can occur when signals are actuated and through volumes increase along a corridor and pass within the existing or optimized progression band. With the magnitude of traffic generated Page 15 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C by the proposed development, a significant impact on traffic operations would not be likely. B. Warrant Analysis Results Because of the relatively low impact of new, site-generated traffic volumes along the Fairmont Parkway, South 16 Street, and SH 146 corridors and favorable simulation th results, no specific analyses for all-way stop control or traffic signal control were completed as part of this analysis at existing intersections or site driveways. Turn Lanes Warrants for both left turn lanes and right turn lanes were examined for the site driveways on South 16 Street. In lieu of local guidelines for right turn lanes, the site th driveway on South 16 th guideline from the TxDOT Access Management Manual (60 vehicles per hour for roadways less than 45 mph). For left turns, the warrants used included techniques Report Number 457: Evaluating Intersection Improvements: An Engineering Study Guide. These guidelines are very similar to the AASHTO guidelines referenced in the TxDOT Access Management Manual. The peak hour volumes projected for the driveways on South 16 Street include th about 10-15 right turns in the AM & PM peak hours, well under the 60 turns per hour guideline. According to this often used guideline, no right turn deceleration lane would be required for the new development. Regarding the left turn lane warrants, the NCHRP 457 figures for a two-lane roadway are shown below for the projected AM and PM peak hours. All indicate that a left turn will not be required. Page 16 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C 2018 AM Peak Hour Warrants for Southbound Left Turn Bay on S. 16 Street at th North Access Driveway Left Turn Lane Not Warranted 2-lane roadway (English) INPUT VariableValue 800 th 35 85 percentile speed, mph: Left-turn treatment Percent of left-turns in advancing volume (V), %:24% 700 A warranted. Advancing volume (V), veh/h:178 A 600 Opposing volume (V), veh/h:86 O 500 OUTPUT 400 VariableValue 300 Limiting advancing volume (V), veh/h:392 A 200 Left-turn Guidance for determining the need for a major-road left-turn bay: treatment not Left-turn treatment NOT warranted.100 warranted. 0 0100200300400500600700 Advancing Volume (V), veh/h A CALIBRATION CONSTANTS VariableValue Average time for making left-turn, s:3.0 Critical headway, s:5.0 Average time for left-turn vehicle to clear the advancing lane, s:1.9 2018 PM Peak Hour Warrants for Southbound Left Turn Bay on S. 16 Street at th North Access Driveway Left Turn Lane Not Warranted 2-lane roadway (English) INPUT VariableValue 800 th 35 85 percentile speed, mph: Left-turn treatment Percent of left-turns in advancing volume (V), %:10% 700 A warranted. Advancing volume (V), veh/h:105 A 600 Opposing volume (V), veh/h:126 O 500 OUTPUT 400 VariableValue 300 Limiting advancing volume (V), veh/h:540 A 200 Left-turn Guidance for determining the need for a major-road left-turn bay: treatment not Left-turn treatment NOT warranted.100 warranted. 0 0100200300400500600700 Advancing Volume (V), veh/h A CALIBRATION CONSTANTS VariableValue Average time for making left-turn, s:3.0 Critical headway, s:5.0 Average time for left-turn vehicle to clear the advancing lane, s:1.9 Page 17 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C 2018 AM Peak Hour Warrants for Southbound Left Turn Bay on S. 16 Street at th South Access Driveway Left Turn Lane Not Warranted 2-lane roadway (English) INPUT VariableValue 800 th 35 85 percentile speed, mph: Left-turn treatment Percent of left-turns in advancing volume (V), %:23% 700 A warranted. Advancing volume (V), veh/h:124 A 600 Opposing volume (V), veh/h:103 O 500 OUTPUT 400 VariableValue 300 Limiting advancing volume (V), veh/h:390 A 200 Left-turn Guidance for determining the need for a major-road left-turn bay: treatment not Left-turn treatment NOT warranted.100 warranted. 0 0100200300400500600700 Advancing Volume (V), veh/h A CALIBRATION CONSTANTS VariableValue Average time for making left-turn, s:3.0 Critical headway, s:5.0 Average time for left-turn vehicle to clear the advancing lane, s:1.9 2018 PM Peak Hour Warrants for Southbound Left Turn Bay on S. 16 Street at th South Access Driveway Left Turn Lane Not Warranted 2-lane roadway (English) INPUT VariableValue 800 th 35 85 percentile speed, mph: Left-turn treatment Percent of left-turns in advancing volume (V), %:7% 700 A warranted. Advancing volume (V), veh/h:101 A 600 Opposing volume (V), veh/h:94 O 500 OUTPUT 400 VariableValue 300 Limiting advancing volume (V), veh/h:648 A 200 Left-turn Guidance for determining the need for a major-road left-turn bay: treatment not Left-turn treatment NOT warranted.100 warranted. 0 0100200300400500600700 Advancing Volume (V), veh/h A CALIBRATION CONSTANTS VariableValue Average time for making left-turn, s:3.0 Critical headway, s:5.0 Average time for left-turn vehicle to clear the advancing lane, s:1.9 C. Arterial Impacts The Synchro output for arterial measures of effectiveness was examined, but not included in Appendix D. It did not appear that the magnitude of traffic generated by the development will significantly impact travel speeds on South 16 Street. th D. Site Circulation and Parking Requirements The proposed site plan shows the parking layout and circulation pattern. Given the need to accommodate both trucks and passenger vehicles to the site, it appears that Page 18 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C adequate turning radii and parking space has been provided. Site engineers should insure that turning geometry is provided for the largest vehicle intended to visit the site on a regular basis (likely a WB-62), particularly at the South 16 Street access th driveways. E. Impacts to Nearby Neighborhoods The proposed development of the subject tracts should have negligible impacts on local traffic, particularly with respect to neighborhood traffic, as the development is in an area zoned PUD. Most, if not all, traffic destined for the site will access and egress from Fairmont, Export Drive (via the SH 146 frontage road) or from Wharton Weems Boulevard to the west, and not through the adjacent residential subdivisions to the east and southeast. V. Conclusions and Recommendations This section of the report summarizes the overall impact of the development and includes discussion about recommended site access, traffic control, and other improvements or operations issues that should be addressed as the development grows to its ultimate capacity. It was assumed for this study that the development is built-out and occupied in 2018. As an overall conclusion, the traffic operations impact of the development can be mitigated considering the amount of traffic the site is assumed to generate and the capacity available on the roadway network. A. Site Access The site includes two proposed driveways, both of which access directly to South 16 Street. The three driveways proposed for the site include: th 3.North proposed 4. propo Distribution Center north access driveway, this is a full access driveway. This . Both of these driveways should be designed with increased radii to accommodate the largest vehicles anticipated to make trips to and from the site (likely a WB-62 or WB-67), but site engineers should check to ensure adequate geometry is being provided for truck turning movements. There is some offset alignment at the north driveway, but with existing turning movements very low at the existing Vapor Point, Page 19 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C LLC driveway, and low turning movements projected for the new distribution center drive. B. Off-Site Improvements The analysis indicates that no off-site improvements will be necessary to accommodate site generated traffic at the existing intersections included in the study area. Critical movements at the Fairmont at S. 16 Street intersection were found to th be minimally impacted by development traffic by examination of level of service and queue simulation output. Warrants for both left turn lanes and right turn lanes were examined for the site driveways on South 16 Street. In lieu of local guidelines for right turn lanes, the site th driveway on South 16 th guideline from the TxDOT Access Management Manual (60 vehicles per hour for roadways less than 45 mph). The peak hour volumes projected for the driveways on South 16 Street include about 10-15 right turns in the AM & PM peak hours, well th under the 60 turns per hour guideline. According to this often used guideline, no right turn deceleration lane would be required for the new development at either driveway. For left turns, the warrants used included techniques specified in the National Evaluating Intersection Improvements: An Engineering Study Guide. These guidelines are very similar to the AASHTO guidelines referenced in the TxDOT Access Management Manual. Regarding the left turn lane warrants, the NCHRP 457 figures for a two-lane roadway indicated that a left turn will not be required for either driveway. C. Other recommendations According to PICM, Section 6, construction of a sidewalk along the site frontage would be required unless waived by city staff, which should be considered given the open-ditch cross section of South 16 Street. th Page 20 Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C VI. Appendix The following appendices are included this report: Appendix A. Exhibits Appendix B. Traffic count data 24-hour counts and manual turning movement counts Appendix C. Trip Generation & Distribution/Assignment Details and Projected Turning Movement Counts Appendix D. Analysis results Appendix E. Site, Roadway & Intersection Photographs Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C APPENDIX A EXHIBITS Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial C EXHIBIT Exhibit A1. Site Location Map /ĻƓƷĻƩ {źƷĻ 5źƭƷƩźĬǒƷźƚƓ tƩƚƦƚƭĻķ \[ƚĭğƷźƚƓ C EXHIBIT EXHIBIT C Study Area Exhibit A4. Study Area. EXHIBIT C EXHIBIT C 7 5 26 8 2 1 6 3 13 7 511011 57 9 57 82 1 0 0 4 463 3 0 98 4 1 11 6 5 9 8 5 166 0 1 92 6 0 6 6 1 7 9 0 3 0 1 7 1 6 2 1 7 0 7 1 3 7 5 3 19 6 6 34 1 0 3 00 7 5 0 5 2 8 1 1 6 0 45 0 5 1 9 5 11 4 61 5 14 2 1 36 5 7 178 9 9 2 7 2 2 78 EXHIBIT C 3 4 52 7 5 41 5 1 93 1 621826 15 5 52 74 7 8 4 099 4 0 81 2 2 00 9 6 8 1 2 097 0 1 79 0 0 9 0 0 8 8 3 0 0 0 9 0 9 3 1 7 0 4 8 0 8 4 2 0 7 3 66 1 8 5 20 7 3 1 9 3 8 5 1 1 0 1 6 1 3 8 4 2 5 2 4 55 1 1 36 2 1 2 395 1 9 0 3 2 5 1 202 EXHIBIT C 35% 55% trucks 35% 15% trucks 20% 30% trucks Study Area Exhibit A8. Trip Distribution, Origins/Destinations Weekday AM Peak. EXHIBIT C 35% 55% trucks 35% 15% trucks 20% 30% trucks Study Area Exhibit A9. Trip Distribution, Origins/Destinations Weekday PM Peak. %15 %10 %30 %45 %15 %10 %30 %45 EXHIBIT C 0 6 75 8 2 1 8 3 14 7 541011 60 8 60 87 1 0 6 4 466 3 0 103 4 1 11 6 8 1 0 3 5 169 0 1 97 6 0 7 6 1 1 9 5 3 0 1 8 1 0 2 1 7 0 8 5 3 7 9 3 20 6 6 64 1 0 3 00 7 9 0 5 2 2 1 1 7 0 53 3 5 1 1 6 11 4 61 6 15 2 1 38 5 8 179 3 0 2 8 3 2 82 EXHIBIT C 5 4 97 7 5 42 5 1 06 3 651927 15 9 55 78 8 2 4 0104 4 0 85 2 2 00 1 0 1 8 5 2 0102 0 1 83 0 0 1 0 0 0 3 8 7 0 0 0 1 0 0 4 3 1 8 0 4 2 0 8 9 2 0 8 3 06 1 8 5 20 7 7 1 0 3 0 5 1 2 0 1 6 1 3 9 6 2 6 2 4 58 1 1 38 2 1 3 305 2 1 1 4 2 5 1 214 EXHIBIT C 0 6 75 8 2 1 2 7 54 7 621120 60 8 91 87 1 7 5 4 3 0 4 8 5 1 4 3 2 51 1 1 79 7 4 4 3 1 1 11 8 5 1 3 4 5 186 0 1 127 6 0 8 6 1 7 1 2 5 3 0 9 1 1 7 7 92 3 7 5 81 84 2 81 0 18 3 1 0 3 3 39 6 6 79 1 0 3 00 8 3 0 5 2 2 1 1 7 0 53 7 5 1 6 7 11 4 61 6 15 2 1 38 5 8 173 3 0 3 8 3 3 82 EXHIBIT C 5 4 97 7 5 42 4 2 16 3 872253 15 9 62 78 9 9 4 4 0 0 1 5 5 91 6 40 0 3 32 2 2 1 9 9 2 00 1 2 4 9 9 2 0125 0 1 97 0 0 1 0 0 2 6 1 0 1 0 0 1 0 0 2 7 20 9 0 1 6 3 3 9 1 3 1 1 0 0 04 0 9 4 6 0 2 8 3 20 1 8 5 20 7 8 1 0 3 0 5 1 2 0 2 7 1 3 0 9 2 6 2 4 58 1 1 38 2 1 3 306 2 1 1 4 2 8 1 214 EXHIBIT C APPENDIX B TRAFFIC DATA Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT C EXHIBIT EXHIBIT C 16th treet, Northbound, outh of West N treet SSS Tuesday, March , 1 8206 TIME0:000:150:300:45TOTAL 0:00422210 1:0022015 2:00313613 3:0022015 4:00424414 5:00434415 6:00814131651 7:001622211574 8:001012131045 9:001214141252 10:001616111255 11:001818242484 12:002515211879 13:001321192578 14:0032172928106 15:002517212184 16:0027233322105 17:002731231495 18:001817101257 19:0011116432 20:00345315 21:00553215 22:00324211 23:00723214 TOTAL:1114 Voigt Associates Project 30501GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C 16th treet, outhbound, outh of West N treet SSSS Tuesday, March , 1 8206 TIME0:000:150:300:45TOTAL 0:0022217 1:0001113 2:0022105 3:00313310 4:00246214 5:0046101434 6:001523212988 7:002225201683 8:0081081743 9:001112141451 10:0091591346 11:001412172871 12:002013161463 13:002319161573 14:001215181156 15:001416211667 16:002721162185 17:001715251269 18:001495937 19:00644822 20:00633618 21:00215412 22:00545519 23:0023016 TOTAL:982 Voigt Associates Project 30501GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C APPENDIX C TRIP GENERATION / DISTRIBUTION ANALYSIS DETAILS Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial C EXHIBIT Prepared for Generational Development GCP 16th Street Traffic Impact Analysis Sq. FeetOtherVariableRate?24hrenterexit1hrenterexit1hrenterexitSq. FeetOtherVariableRate?24hrenterexit1hrenterexit1hrenterexitenterexit 25%75% Rate & Curve3.5650500.3079210.322575AM Peak:9425PM Peak:2368 n/aKSFRate & Curve8704354351199425912368Total pre-capture trips:8704354351199425912368Total trips w/capture rates (rounded):870435435119942591236823688 AM Peak:00PM Peak:000 6 Percent VehiclesVehicles 3 0 2 :: Curve orweekdayphadj7-9aphadj4-6pphadj4-6p total trips Useavg.tripsavg.rateavg.ratekk aa ee PP MM PP enterexit 79%21% 94255 0 2 Percent VehiclesVehicles 4 0 9 phadj7-9a total trips :: kk aa ee PP MM AA 435435 50%50% Percent Vehicles Usetotal trips Curve orweekday Percent entering/exiting: New Trips on Roadway Network*: Total Pre Capture, Pre Pass By Trips:Total Trips Captured Within Development: : : k k r r F o o S w w t Kt Independent VariableIndependent Variable e e N N y y a a w w d d n/a a a o o R R n n o o s s p p i i 66r r 88 T T 55 y w ,, 33 B e - 99 N s 11 l s a a t Trip Generation: P o l T a t o t T u o GCP 16th StreetGCP 16th Street d l i u Addl. Desc.Addl. Desc. B e t i S l l u F , s p i r T l a t o Voigt Associates, Inc. Project 30501 T - 0%0%0%0% n Use#Land Use Description Use#Land Use Description o i t a r e 150Warehousing150Warehousing n e Generational Commercial Generational Commercial G s p n e i t o r i a t R T a l e u r . c l March 2016 u s t 1 a p p i C r a C LandLand T ss Weekday Assume: C ITEITEAM Peak PM Peak ddy l e l nn a B E En b s r s ppe a ii t a rr n T T TIP C EXHIBIT Prepared for Generational Commercial GCP 16th Street Traffic Impact Analysis Sq. FeetOtherVariableRate?24hrenterexit1hrenterexit1hrenterexitSq. FeetOtherVariableRate?24hrenterexit1hrenterexit1hrenterexitenterexit 25%75%13%13% 2059 Rate0.71250500.0679210.062575 n/aKSFRate136686811921239Total pre-capture trips:136686811921239Total trips w/capture rates (rounded):13668681192123939AM Peak:92PM Peak:39AM Peak:00PM Peak:0009 Percent VehiclesVehicles 03 :: phadj4-6pphadj4-6p total trips Useavg.tripsavg.rateavg.ratekk aa ee PP MM PP enterexit 79%21%10%10% 8523 9202 Percent VehiclesVehicles 09 phadj7-9aphadj7-9a total trips :: kk aa ee PP MM AA 50%50% 6868 Percent Vehicles Usetotal trips Curve orweekdayCurve orweekday Percent entering/exiting: New Trips on Roadway Network*: Total Pre Capture, Pre Pass By Trips: Total Trips Captured Within Development: : : : s : k k k ) r r Fc s o o ue S l wr w t Kt c T i Independent VariableIndependent Variable e e t h N N n e e v y y c r a a r e w e w g d P d n/a n al a e a o o t s R R s o a T n n p o o ( 191,200191,200 s s k r p p i i o r r T T w t y e w B e N - N s y l s a a a t w Trip Generation: P o d l T a a t o o R T n o s p i r T GCP 16th StreetGCP 16th Street w e N l Addl. Desc.Addl. Desc. a t o T ) s k c u r T ( n Voigt Associates, Inc. Project 30601 0%0%0%0% o i t use#Land Use Descriptionuse#Land Use Description a r e n e 150Warehousing150Warehousing G Generational CommercialGenerational Commercial p i r s n e T t o i a t . R a l A e u r - c l u s t 1 a p p March 2016 i C r a C LandLand T ss Weekday Assume: ITEITEC AM PeakPM Peak ddy l e l nn a B EE n b s r s ppe a ii t a rr n T T TIP C EXHIBIT Prepared for Generational Commercial GCP 16th Street Traffic Impact Analysis Percent of Entering Percent of Exiting AM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOUR VehiclesVehicles 21.00%21.00%12.00%21.00%14.00%21.00%14.00%12.00% 14.00%14.00% 3.00%2.00%8.00%2.00%3.00%3.00%2.00%8.00%2.00%3.00% VehiclesVehiclesPercent of Entering VehiclesVehiclesPercent of Exiting VehiclesVehicles 12.00%21.00%14.00%21.00%14.00%12.00% 21.00%14.00%21.00%14.00% 3.00%2.00%8.00%2.00%3.00%3.00%2.00%8.00%2.00%3.00% 1212 1220188215712 43430 1812181210 37235353102301 2 Int13: SH 146 NBFRInt13: SH 146 NBFR at Wharton Weemsat Wharton Weems NBLNBL Int12: SH 146 SBFRInt12: SH 146 SBFR at Wharton Weemsat Wharton Weems WBTWBT EBREBR Int11: 16th StInt11: 16th St at WO Powellat WO Powell WBTWBT EBTEBT Int10: 16th StInt10: 16th St at Export Driveat Export Drive WBRWBR NBTNBT SBLSBLSBTSBT at Pvt Drive (Fergusn)at Pvt Drive (Fergusn) Int09: 16th StInt09: 16th St NBTNBTNBTNBT SBTSBTSBTSBT at Prop Drive (GCP2)at Prop Drive (GCP2) Int08: 16th StInt08: 16th St WBRWBRWBRWBLWBL NBTNBT SBLSBLSBLNBRNBRSBTSBT S P I R at Pvt Drive (Compair)at Pvt Drive (Compair) T W Int07: 16th StInt07: 16th St E N - NBTNBTNBTNBTNBT SBTSBTSBTSBTSBT S L I A TROUTE (ENTERING DEVELOPMENT) ROUTE (EXITING DEVELOPMENT) E D N O I T at Pvt Drive (Crane S)at Pvt Drive (Crane S) U Development Development B Int06: 16th StInt06: 16th St I PM Peak PM Peak R Volume* Volume* T NBTNBTNBTNBTNBT SSBTSBTSBTSBTSBT 855824 I 761532021211259 PM 7714133 71 D P I R T Volume Based Trip Volume Based Trip at Pvt Drive (Crane N)at Pvt Drive (Crane N) Distribution Distribution Int05: 16th StInt05: 16th St PercentagePercentage 100.0%100.0% 45.0%44.9%47.0%45.3% NBTNBTNBTNBTNBT 6.3%0.3%3.5%4.2%0.6%2.9%SBTSBTSBTSBTSBT 884863124 28 AM Manually Estimated Manually Estimated Trip Distribution (%) Trip Distribution (%) at Pvt Drive (Vapor)at Pvt Drive (Vapor) Int04: 16th StInt04: 16th St 100.0%100.0% 35.0%35.0%20.0%35.0%35.0%20.0% NBTNBTNBTNBTNBT 5.0%5.0%5.0%5.0%SBTSBTSBTSBTSBT at Prop Drive (GCP1)at Prop Drive (GCP1) Volume PM Peak Volume PM Peak Existing Total Existing Total Int03: 16th StInt03: 16th St To SH 146, South of Wharton Weem 18041819 WBRWBRWBRWBLWBL NBTNBTNBT SBLSBTSBLSBTSBLSBTNBRNBR 812810113855824 64761153 5 To 16th Street, North of Fairmon To Fairmont, West of 16th Stree To Export Dr, East of 16th Stree To Fairmont, East of 16th Stree Origins-Peak Hour VolumeAMPMDestinations-Peak Hour Volum s t t et t Development Development Int02: 16th StInt02: 16th St AM Peak AM Peak at W N Stat W N St Volume* Volume* NBTNBTNBTNBTNBTNBT SBTSBTSBTSBTSBTSBT 3030178523 4488151 Int01: Fairmont at 16th Int01: Fairmont at 16th Volume Based Trip Volume Based Trip Distribution Distribution PercentagePercentage 100.0%100.0% 45.6%44.5%46.4%45.3% WBLWBL NBLNBLNBTNBT 2.0%1.4%6.6%6.5%0.4%1.5%SBTSBTNBRNBR EBREBR StSt Manually Estimated Manually Estimated Trip Distribution (%) Trip Distribution (%) AM Percent Dist.PM Percent Dist.AM Percent Dist.PM Percent Dist. Voigt Associates, Inc. Project 30601 100.0%100.0% 35.0%35.0%20.0%35.0%35.0%20.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0% 5.0%5.0%5.0%5.0% 812810113 64 5 Volume AM Peak Volume AM Peak Existing Total Existing Total 2067190660.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0% 943919136 943919136884863124 4128 412828 7 *Development volumes and sum totals rounded to whole vehicles n o i t u b ) i T r N t E From SH 146, South of Wharton Weems s ) i M From SH 146, South of Wharton Weem From SH 146, South of Wharton Weem To SH 146, South of Wharton Weems T P ) To SH 146, South of Wharton Weem D N From 16th Street, North of Fairmon From 16th Street, North of Fairmon O From 16th Street, North of Fairmon From Fairmont, West of 16th Stree TFrom Fairmont, West of 16th StreeFrom Fairmont, West of 16th Stree From Export Dr, East of 16th Stree)From Export Dr, East of 16th Stree From Export Dr, East of 16th Stree From Fairmont, East of 16th Stree SFrom Fairmont, East of 16th StreeFrom Fairmont, East of 16th Stree E L N S To 16th Street, North of Fairmon sTo 16th Street, North of Fairmons N To Fairmont, West of 16th Stree ETo Fairmont, West of 16th Stree To Export Dr, East of 16th Stree E To Export Dr, East of 16th Stree P p To Fairmont, East of 16th Stree To Fairmont, East of 16th Stree M I O I i)V M Rs P T T TP E r ttt A ttNt O ttt O ttt D NE WL L T I tt tt EEtt T E Mtt via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access G V SN via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces P via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces V ( E E . N O IE D D NL March 2016 / R 2 E D O G SI V E TN Nssssssssss IE G I T C U R D G N IB N E I I G RT E R T e N(I ON T I l E ST X L ( II A ME b X D ( BTotalETotal M O ( P a OO I R O L R RO T FT GT TF C EXHIBIT Prepared for Generational Commercial GCP 16th Street Traffic Impact Analysis Percent of Entering Percent of Exiting AM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOURAM PEAK HOURPM PEAK HOUR VehiclesVehicles 33.00%12.00%18.00%33.00%22.00%12.00%18.00% 22.00% 9.00%6.00%0.00%0.00%0.00%0.00%9.00%6.00%0.00%0.00%0.00%0.00% VehiclesVehiclesPercent of Entering VehiclesVehiclesPercent of Exiting VehiclesVehicles 33.00%12.00%18.00%33.00%22.00%12.00%18.00% 22.00% 9.00%6.00%0.00%0.00%0.00%0.00%9.00%6.00%0.00%0.00%0.00%0.00% 01001001132001200 010 13012000011000000 120 Int13: SH 146 NBFRInt13: SH 146 NBFR at Wharton Weemsat Wharton Weems NBLNBL Int12: SH 146 SBFRInt12: SH 146 SBFR at Wharton Weemsat Wharton Weems WBTWBT EBREBR Int11: 16th StInt11: 16th St at WO Powellat WO Powell WBTWBT EBTEBT Int10: 16th StInt10: 16th St at Export Driveat Export Drive WBRWBR NBTNBT SBLSBLSBTSBT at Pvt Drive (Fergusn)at Pvt Drive (Fergusn) Int09: 16th StInt09: 16th St NBTNBTNBTNBT SBTSBTSBTSBT at Prop Drive (GCP2)at Prop Drive (GCP2) Int08: 16th StInt08: 16th St WBRWBRWBRWBLWBL NBTNBT SBLSBLSBLNBRNBRSBTSBT S P I R at Pvt Drive (Compair)at Pvt Drive (Compair) T W Int07: 16th StInt07: 16th St E N - NBTNBTNBTNBTNBT SBTSBTSBTSBTSBT S L I A TROUTE (ENTERING DEVELOPMENT) ROUTE (EXITING DEVELOPMENT) E D N O I T at Pvt Drive (Crane S)at Pvt Drive (Crane S) U Development Development B Int06: 16th StInt06: 16th St I PM Peak PM Peak R Volume* Volume* T NBTNBTNBTNBTNBT SSBTSBTSBTSBTSBT 855824 I 76153 PM 020103150309 71 D P I R T Volume Based Trip Volume Based Trip at Pvt Drive (Crane N)at Pvt Drive (Crane N) Distribution Distribution Int05: 16th StInt05: 16th St PercentagePercentage 100.0%100.0% 45.0%44.9%47.0%45.3% NBTNBTNBTNBTNBT 6.3%0.3%3.5%4.2%0.6%2.9%SBTSBTSBTSBTSBT 884863124 28 AM Manually Estimated Manually Estimated Trip Distribution (%) Trip Distribution (%) at Pvt Drive (Vapor)at Pvt Drive (Vapor) Int04: 16th StInt04: 16th St 100.0%100.0% 15.0%55.0%30.0%15.0%55.0%30.0% NBTNBTNBTNBTNBT 0.0%0.0%0.0%0.0%SBTSBTSBTSBTSBT at Prop Drive (GCP1)at Prop Drive (GCP1) Volume PM Peak Volume PM Peak Existing Total Existing Total Int03: 16th StInt03: 16th St To SH 146, South of Wharton Weem 18041819 WBRWBRWBRWBLWBL NBTNBTNBT SBLSBTSBLSBTSBLSBTNBRNBR 812810113855824 64761153 5 To 16th Street, North of Fairmon To Fairmont, West of 16th Stree To Export Dr, East of 16th Stree To Fairmont, East of 16th Stree Origins-Peak Hour VolumeAMPMDestinations-Peak Hour Volum s t t et t Development Development Int02: 16th StInt02: 16th St AM Peak AM Peak at W N Stat W N St Volume* Volume* NBTNBTNBTNBTNBTNBT SBTSBTSBTSBTSBTSBT 150309010102 Int01: Fairmont at 16th Int01: Fairmont at 16th Volume Based Trip Volume Based Trip Distribution Distribution PercentagePercentage 100.0%100.0% 45.6%44.5%46.4%45.3% WBLWBL NBLNBLNBTNBT 2.0%1.4%6.6%6.5%0.4%1.5%SBTSBTNBRNBR EBREBR StSt Manually Estimated Manually Estimated Trip Distribution (%) Trip Distribution (%) AM Percent Dist.PM Percent Dist.AM Percent Dist.PM Percent Dist. Voigt Associates, Inc. Project 30601 100.0%100.0% 15.0%55.0%30.0%15.0%55.0%30.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0% 0.0%0.0%0.0%0.0% 812810113 64 5 s k Volume AM Peak Volume AM Peak Existing Total Existing Total c u 2067190660.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0%60.0%40.0%60.0%40.0%60.0%40.0%40.0%60.0%40.0%60.0% r 943919136 943919136884863124 4128 412828 7 *Development volumes and sum totals rounded to whole vehicles T - n o i t u b ) i T r N t E From SH 146, South of Wharton Weems s ) i M From SH 146, South of Wharton WeemFrom SH 146, South of Wharton Weem To SH 146, South of Wharton Weems T P ) To SH 146, South of Wharton Weem D N From 16th Street, North of FairmonFrom 16th Street, North of Fairmon O From 16th Street, North of Fairmon From Fairmont, West of 16th Stree TFrom Fairmont, West of 16th StreeFrom Fairmont, West of 16th Stree From Export Dr, East of 16th Stree)From Export Dr, East of 16th Stree From Export Dr, East of 16th Stree From Fairmont, East of 16th StreeFrom Fairmont, East of 16th Stree SFrom Fairmont, East of 16th Stree E L N S To 16th Street, North of FairmonTo 16th Street, North of Fairmon ss N To Fairmont, West of 16th Stree ETo Fairmont, West of 16th Stree To Export Dr, East of 16th Stree E To Export Dr, East of 16th Stree P p To Fairmont, East of 16th StreeTo Fairmont, East of 16th Stree M I O I i)V M Rs P T T TP E r ttt A ttNt O ttt O ttt D NE WL L T I tt tt EEtt T E Mtt via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access via North GCP Access G V SN via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces via South GCP Acces P via South GCP Acces via South GCP Acces V ( E E . N O IE D D NL March 2016 / R 2 E D O G SI V E TN Nssssssssss IE G I T C U R D G N IB N E I I G RT E R T e N(I ON T I l E ST X L ( II A ME b X D ( BTotalETotal M O ( P a OO I R O L R RO T FT GT TF EXHIBIT C Table C3. Existing (2016) Peak Hour Turning Movement Counts 1. Fairmont Parkway at South 16th Street EastboundWestboundNorthboundSouthbound Fairmont ParkwayFairmont ParkwayS 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)57829570368265755110110231170 PM Peak (4:45-5:45p)1574552015752433362182605319410 2. South 16th Street at West N Street EastboundWestboundNorthboundSouthbound West N Street<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)3000000046300010040 PM Peak (4:45-5:45p)400000000990007840 3. South 16th Street at Proposed GCP Distribution Access #1 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #1S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)66102 PM Peak (4:45-5:45p)9883 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Vapor Point)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)101000001650009840 PM Peak (4:45-5:45p)200000000960008120 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Imperial North)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)001000001660009850 PM Peak (4:45-5:45p)001000000970008120 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Imperial South)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)001000006670009260 PM Peak (4:45-5:45p)000000000980007900 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Compair)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)001000001760009030 PM Peak (4:45-5:45p)000000000990008300 8. South 16th Street at Proposed GCP Distribution Access #2 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #2S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)7588 PM Peak (4:45-5:45p)8482 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Private Drive (Ferguson Dist)S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000002007530177100 PM Peak (4:45-5:45p)0000001300840047800 10. South 16th Street at Export Drive EastboundWestboundNorthboundSouthbound Private DrivewayExport DriveS 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000631900753046310 PM Peak (4:45-5:45p)821030200735067610 11. Wharton Weems Boulevard at WO Powell Road EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Wharton Weems BlvdW.O. Powell RoadW.O. Powell Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)000016490012050015150 PM Peak (4:45-5:45p)00002180011012003440 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BlvdWharton Weems Blvd<<NO APPROACH>>Frontage Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0172014500000006812152 PM Peak (4:45-5:45p)032150251600000018913515 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BoulevardWharton Weems BoulevardFrontage Road<<NO APPROACH>> LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)778000361450287929250000 PM Peak (4:45-5:45p)192020003655053920110000 Voigt Associates, Inc. Project 30601GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C Table C4. Projected 2018 Peak Hour Turning Movement Counts (without development) 1. Fairmont Parkway at South 16th Street EastboundWestboundNorthboundSouthbound Fairmont ParkwayFairmont ParkwayS 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)60879600388766055411120241270 PM Peak (4:45-5:45p)1679055016797463566192805620430 2. South 16th Street at West N Street EastboundWestboundNorthboundSouthbound West N Street<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)3000000046700010640 PM Peak (4:45-5:45p)4000000001050008340 3. South 16th Street at Proposed GCP Distribution Access #1 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #1S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000000007000010800 PM Peak (4:45-5:45p)0000000001040008800 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Vapor Point)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1010000016900010440 PM Peak (4:45-5:45p)2000000001020008620 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Imperial North)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0010000017000010450 PM Peak (4:45-5:45p)0010000001030008620 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Imperial South)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)001000006710009860 PM Peak (4:45-5:45p)0000000001040008400 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Compair)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)001000001810009530 PM Peak (4:45-5:45p)0000000001050008800 8. South 16th Street at Proposed GCP Distribution Access #2 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #2S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)000000000800009300 PM Peak (4:45-5:45p)000000000890008700 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Private Drive (Ferguson Dist)S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000002008030187500 PM Peak (4:45-5:45p)0000001400890048300 10. South 16th Street at Export Drive EastboundWestboundNorthboundSouthbound Private DrivewayExport DriveS 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000632000803046710 PM Peak (4:45-5:45p)821030200775068110 11. Wharton Weems Boulevard at WO Powell Road EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Wharton Weems BlvdW.O. Powell RoadW.O. Powell Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)000017520013050016160 PM Peak (4:45-5:45p)00002190012013003640 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BlvdWharton Weems Blvd<<NO APPROACH>>Frontage Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0182015530000007213162 PM Peak (4:45-5:45p)034160271700000020014516 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BoulevardWharton Weems BoulevardFrontage Road<<NO APPROACH>> LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)783000381540308431270000 PM Peak (4:45-5:45p)202140003858054121120000 Voigt Associates, Inc. Project 30601GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C Table C5-A. Projected Peak Hour New Trips (Non-Truck) 1. Fairmont Parkway at South 16th Street EastboundWestboundNorthboundSouthbound Fairmont ParkwayFairmont ParkwayS 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)30308184 PM Peak (4:45-5:45p)77213211 2. South 16th Street at West N Street EastboundWestboundNorthboundSouthbound West N Street<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1764 PM Peak (4:45-5:45p)4415 3. South 16th Street at Proposed GCP Distribution Access #1 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #1S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)210783825 PM Peak (4:45-5:45p)62718296 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Vapor Point)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1528 PM Peak (4:45-5:45p)2012 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Imperial North)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1528 PM Peak (4:45-5:45p)2012 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Imperial South)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1528 PM Peak (4:45-5:45p)2012 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Compair)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)1528 PM Peak (4:45-5:45p)2012 8. South 16th Street at Proposed GCP Distribution Access #2 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #2S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)37813252 PM Peak (4:45-5:45p)9182366 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Private Drive (Ferguson Dist)S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)216 PM Peak (4:45-5:45p)515 10. South 16th Street at Export Drive EastboundWestboundNorthboundSouthbound Private DrivewayExport DriveS 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)17451 PM Peak (4:45-5:45p)41122 11. Wharton Weems Boulevard at WO Powell Road EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Wharton Weems BlvdW.O. Powell RoadW.O. Powell Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)41 PM Peak (4:45-5:45p)13 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BlvdWharton Weems Blvd<<NO APPROACH>>Frontage Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)14 PM Peak (4:45-5:45p)31 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BoulevardWharton Weems BoulevardFrontage Road<<NO APPROACH>> LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)4 PM Peak (4:45-5:45p)1 Voigt Associates, Inc. Project 30601GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C Table C5-B. Projected Peak Hour New Trips (Truck) 1. Fairmont Parkway at South 16th Street EastboundWestboundNorthboundSouthbound Fairmont ParkwayFairmont ParkwayS 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)150010 PM Peak (4:45-5:45p)021050 2. South 16th Street at West N Street EastboundWestboundNorthboundSouthbound West N Street<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)26 PM Peak (4:45-5:45p)62 3. South 16th Street at Proposed GCP Distribution Access #1 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #1S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)011143 PM Peak (4:45-5:45p)143011 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Vapor Point)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)23 PM Peak (4:45-5:45p)32 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Imperial North)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)23 PM Peak (4:45-5:45p)32 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Imperial South)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)23 PM Peak (4:45-5:45p)32 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Compair)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)23 PM Peak (4:45-5:45p)32 8. South 16th Street at Proposed GCP Distribution Access #2 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #2S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)011230 PM Peak (4:45-5:45p)230111 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Private Drive (Ferguson Dist)S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)31 PM Peak (4:45-5:45p)13 10. South 16th Street at Export Drive EastboundWestboundNorthboundSouthbound Private DrivewayExport DriveS 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)3010 PM Peak (4:45-5:45p)1030 11. Wharton Weems Boulevard at WO Powell Road EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Wharton Weems BlvdW.O. Powell RoadW.O. Powell Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)00 PM Peak (4:45-5:45p)00 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BlvdWharton Weems Blvd<<NO APPROACH>>Frontage Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)00 PM Peak (4:45-5:45p)00 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BoulevardWharton Weems BoulevardFrontage Road<<NO APPROACH>> LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0 PM Peak (4:45-5:45p)0 Voigt Associates, Inc. Project 30601GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C Table C6. Projected 2018 Peak Hour Turning Movement Counts (with development, buildout year) 1. Fairmont Parkway at South 16th Street EastboundWestboundNorthboundSouthbound Fairmont ParkwayFairmont ParkwayS 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)60879910738766056212210241670 PM Peak (4:45-5:45p)1679062024797463588225305621430 2. South 16th Street at West N Street EastboundWestboundNorthboundSouthbound West N Street<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)3000000048500017640 PM Peak (4:45-5:45p)40000000015600010040 3. South 16th Street at Proposed GCP Distribution Access #1 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #1S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000301100771004213600 PM Peak (4:45-5:45p)000070300012420109500 4. South 16th Street at Private Driveway (Vapor Point LLC), 115' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Vapor Point)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)1010000018600013440 PM Peak (4:45-5:45p)20000000012400010020 5. South 16th Street at Private Driveway (Imperial Crane Svcs North), 225' S of West N St EastboundWestboundNorthboundSouthbound Private Driveway (Imperial North)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0010000018700013450 PM Peak (4:45-5:45p)00100000012500010020 6. South 16th Street at Private Driveway (Imperial Crane Svcs South), 345' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Imperial South)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0010000068800012860 PM Peak (4:45-5:45p)0000000001260009800 7. South 16th Street at Private Driveway (Compair), 565' S of West N St. EastboundWestboundNorthboundSouthbound Private Driveway (Compair)<<NO APPROACH>>S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)0010000019800012630 PM Peak (4:45-5:45p)00000000012800010200 8. South 16th Street at Proposed GCP Distribution Access #2 EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Proposed Access #2S 16th StreetS 16th Street LeftThruRightULeftThruRightULeftThruRightULeftThruRightU AM Peak (6:45-7:45a)00004070089140289600 PM Peak (4:45-5:45p)00001102000914079400 9. South 16th Street at Private Driveway (Ferguson Distribution), 750' N of Export Drive EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Private Drive (Ferguson Dist)S 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)00000020010330188200 PM Peak (4:45-5:45p)00000014009500410000 10. South 16th Street at Export Drive EastboundWestboundNorthboundSouthbound Private DrivewayExport DriveS 16th StreetS 16th Street LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0000634000843096810 PM Peak (4:45-5:45p)8210307007850218210 11. Wharton Weems Boulevard at WO Powell Road EastboundWestboundNorthboundSouthbound <<NO APPROACH>>Wharton Weems BlvdW.O. Powell RoadW.O. Powell Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)000017560013050017160 PM Peak (4:45-5:45p)00002200012013003940 12. State Highway 146 Southbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BlvdWharton Weems Blvd<<NO APPROACH>>Frontage Road LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)0183015570000007213162 PM Peak (4:45-5:45p)034190271800000020014516 13. State Highway 146 Northbound Frontage Road at Wharton Weems Boulevard EastboundWestboundNorthboundSouthbound Wharton Weems BoulevardWharton Weems BoulevardFrontage Road<<NO APPROACH>> LeftThruRightULeftThruRightPedsLeftThruRightPedsLeftThruRightPeds AM Peak (6:45-7:45a)783000381540348431270000 PM Peak (4:45-5:45p)202140003858064121120000 Voigt Associates, Inc. Project 30601GCP 16th Street Traffic Impact Analysis March 2016Prepared for Generational Commercial EXHIBIT C APPENDIX D TRAFFIC SIMULATION OUTPUT ANALYSIS RESULTS (see attached CD with PDF output files or hardcopy) Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)5782957368265751101123117 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9900.8500.9220.940 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732650157033741509144427640150424950 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732650157033741509144427640150424950 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)11201128 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)6290162398986255111225128 Shared Lane Traffic (%) Lane Group Flow (vph)62963039898625523025200 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftThruLeftThru Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.621.58.521.4 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.2%33.1%13.1%32.9% Maximum Green (s)4.019.04.019.019.04.117.04.016.9 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.130.34.128.328.34.85.94.15.9 Actuated g/C Ratio0.090.680.090.640.640.110.130.090.13 v/c Ratio0.400.430.270.420.060.350.060.180.06 Control Delay31.810.226.610.50.130.115.025.016.4 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay31.810.226.610.50.130.115.025.016.4 LOSCBCBACBCB Approach Delay11.510.525.721.2 Approach LOSBBCC Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 44.4 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 11.7Intersection LOS: B Intersection Capacity Utilization 51.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.621.58.521.4 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.2%33.1%13.1%32.9% Maximum Green (s)4.019.04.019.019.04.117.04.016.9 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.019.04.019.019.04.16.74.06.6 90th %ile Term CodeMaxMaxMaxMaxMaxMaxHoldMaxGap 70th %ile Green (s)4.019.04.019.019.05.95.90.00.0 70th %ile Term CodeMaxMaxMaxMaxMaxHoldHoldSkipSkip 50th %ile Green (s)4.029.00.019.019.05.65.60.00.0 50th %ile Term CodeMaxHoldSkipMaxMaxHoldHoldSkipSkip 30th %ile Green (s)0.032.30.032.332.30.00.00.00.0 30th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip 10th %ile Green (s)0.032.40.032.432.40.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 44.4 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 54.7 70th %ile Actuated Cycle: 45.4 50th %ile Actuated Cycle: 45.1 30th %ile Actuated Cycle: 38.3 10th %ile Actuated Cycle: 38.4 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)62963398986255232520 v/c Ratio0.400.430.270.420.060.350.060.180.06 Control Delay31.810.226.610.50.130.115.025.016.4 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay31.810.226.610.50.130.115.025.016.4 Queue Length 50th (ft)16491090013161 Queue Length 95th (ft)#62#247371940#60102710 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)1542229143215010351561084137971 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.400.430.270.420.060.350.020.180.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)5782957368265751101123117 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.921.000.94 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732671570337415091444276315042495 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732671570337415091444276315042495 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)6290162398986255111225128 RTOR Reduction (vph)05000310110080 Lane Group Flow (vph)62958039898315512025120 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)2.227.51.426.726.72.93.40.61.1 Effective Green, g (s)2.227.51.426.726.72.93.40.61.1 Actuated g/C Ratio0.040.510.030.500.500.050.060.010.02 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)681666401671747771741650 v/s Ratio Protc0.04c0.290.020.27c0.040.000.02c0.00 v/s Ratio Perm0.02 v/c Ratio0.910.570.970.540.040.710.071.560.24 Uniform Delay, d125.89.126.29.47.025.123.826.626.0 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d278.60.5131.60.30.026.80.2435.02.5 Delay (s)104.39.6157.89.77.051.923.9461.628.5 Level of ServiceFAFAADCFC Approach Delay (s)15.415.343.6269.1 Approach LOSBBDF Intersection Summary HCM 2000 Control Delay21.7HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.60 Actuated Cycle Length (s) 53.9Sum of lost time (s)21.0 Intersection Capacity Utilization51.3%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)304631004 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.995 Flt Protected0.9500.997 Satd. Flow (prot)168700147213620 Flt Permitted0.9500.997 Satd. Flow (perm)168700147213620 Link Speed (mph)303535 Link Distance (ft)581150111 Travel Time (s)13.22.92.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)304681094 Shared Lane Traffic (%) Lane Group Flow (vph)300721130 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.6%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)304631004 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)304681094 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume188111113 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol188111113 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7879291446 Direction, Lane #EB 1NB 1SB 1 Volume Total373113 Volume Left340 Volume Right004 cSH78714461700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)9.60.50.0 Lane LOSAA Approach Delay (s)9.60.50.0 Approach LOSA Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 16.6%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)11165984 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.9320.995 Flt Protected0.9760.999 Satd. Flow (prot)161500146413620 Flt Permitted0.9760.999 Satd. Flow (perm)161500146413620 Link Speed (mph)303535 Link Distance (ft)237110150 Travel Time (s)5.42.12.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)111711074 Shared Lane Traffic (%) Lane Group Flow (vph)200721110 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.4%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)11165984 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)111711074 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume182109111 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol182109111 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7969321448 Direction, Lane #EB 1NB 1SB 1 Volume Total272111 Volume Left110 Volume Right104 cSH85814481700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)9.20.10.0 Lane LOSAA Approach Delay (s)9.20.10.0 Approach LOSA Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 15.4%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01166985 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.994 Flt Protected0.999 Satd. Flow (prot)153600146413630 Flt Permitted0.999 Satd. Flow (perm)153600146413630 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)011721075 Shared Lane Traffic (%) Lane Group Flow (vph)100731120 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01166985 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)011721075 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume183109112 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol183109112 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7949311447 Direction, Lane #EB 1NB 1SB 1 Volume Total173112 Volume Left010 Volume Right105 cSH93114471700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)8.90.10.0 Lane LOSAA Approach Delay (s)8.90.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01667926 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.991 Flt Protected0.996 Satd. Flow (prot)153600147913660 Flt Permitted0.996 Satd. Flow (perm)153600147913660 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)017731007 Shared Lane Traffic (%) Lane Group Flow (vph)100801070 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01667926 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)017731007 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume189103107 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol189103107 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7859381454 Direction, Lane #EB 1NB 1SB 1 Volume Total179107 Volume Left070 Volume Right107 cSH93814541700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)8.80.60.0 Lane LOSAA Approach Delay (s)8.80.60.0 Approach LOSA Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 18.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01176903 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.996 Flt Protected0.999 Satd. Flow (prot)153600146313610 Flt Permitted0.999 Satd. Flow (perm)153600146313610 Link Speed (mph)303535 Link Distance (ft)237218202 Travel Time (s)5.44.23.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)01183983 Shared Lane Traffic (%) Lane Group Flow (vph)100841010 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 14.9%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01176903 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)01183983 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume18499101 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol18499101 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7939431460 Direction, Lane #EB 1NB 1SB 1 Volume Total184101 Volume Left010 Volume Right103 cSH94314601700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)8.80.10.0 Lane LOSAA Approach Delay (s)8.80.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 14.9%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Existing Conditions Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)027531771 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.995 Flt Protected0.991 Satd. Flow (prot)153601463001408 Flt Permitted0.991 Satd. Flow (perm)153601463001408 Link Speed (mph)303535 Link Distance (ft)326799218 Travel Time (s)7.415.64.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)028231877 Shared Lane Traffic (%) Lane Group Flow (vph)20850095 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 21.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Existing Conditions MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)027531771 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)028231877 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1978385 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1978385 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10010099 cM capacity (veh/h)7709631481 Direction, Lane #WB 1NB 1SB 1 Volume Total28596 Volume Left0018 Volume Right230 cSH96317001481 Volume to Capacity0.000.050.01 Queue Length 95th (ft)001 Control Delay (s)8.70.01.5 Lane LOSAA Approach Delay (s)8.70.01.5 Approach LOSA Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 21.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)000631907534631 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)100100100100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.8500.9950.998 Flt Protected0.9660.997 Satd. Flow (prot)017760015351404017480013630 Flt Permitted0.9660.997 Satd. Flow (perm)017760015351404017480013630 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)000732108234681 Shared Lane Traffic (%) Lane Group Flow (vph)0000102108500730 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.7%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)000631907534631 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)000732108234681 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume18316269161161837085 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol18316269161161837085 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %1001001009910098100100 cM capacity (veh/h)74671998075472094115001379 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total010218574 Volume Left07004 Volume Right002131 cSH170074294115001379 Volume to Capacity0.000.010.020.000.00 Queue Length 95th (ft)01200 Control Delay (s)0.09.98.90.00.5 Lane LOSAAAA Approach Delay (s)0.09.20.00.5 Approach LOSAA Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 16.7%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)001649125 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)100100 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)001753135 Shared Lane Traffic (%)0% Lane Group Flow (vph)001753135 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Existing Conditions MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)001649125 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)001753135 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0880 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0880 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %999899 cM capacity (veh/h)15138601034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total0175318 Volume Left017013 Volume Right0005 cSH1700151317001219 Volume to Capacity0.000.010.030.02 Queue Length 95th (ft)0101 Control Delay (s)0.07.40.09.0 Lane LOSAA Approach Delay (s)0.01.89.0 Approach LOSA Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)017214500000681215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)000000200400 Storage Lanes01100001 Taper Length (ft)100100100100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)019215550000751316 Shared Lane Traffic (%) Lane Group Flow (vph)019215550000751316 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)16241212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Existing Conditions Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.522.5 Total Split (%)25.0%25.0% Maximum Green (s)17.517.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.636.619.260.818.618.618.6 Actuated g/C Ratio0.410.410.210.680.210.210.21 v/c Ratio0.030.000.040.050.220.020.03 Control Delay21.80.08.03.228.625.20.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.08.03.228.625.20.1 LOSCAAACCA Approach Delay19.74.323.8 Approach LOSBAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 16.3Intersection LOS: B Intersection Capacity Utilization 29.4%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Existing Conditions Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)11.510.523.012.022.010.522.522.523.0 Total Split (%)13%12%26%13%24%12%25%25%26% Maximum Green (s)6.54.016.57.017.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)22.522.511.510.523.012.022.0 Total Split (%)25.0%25.0%13%12%26%13%24% Maximum Green (s)17.517.56.54.016.57.017.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)25.625.68.36.111.713.320.9 90th %ile Term CodeCoordCoordGapGapGapCoordHold 70th %ile Green (s)29.529.57.25.99.917.319.6 70th %ile Term CodeCoordCoordGapGapGapCoordHold 50th %ile Green (s)32.032.06.65.88.719.918.9 50th %ile Term CodeCoordCoordGapGapGapCoordHold 30th %ile Green (s)34.734.76.05.67.422.618.1 30th %ile Term CodeCoordCoordGapGapGapCoordHold 10th %ile Green (s)61.361.30.00.00.049.36.2 10th %ile Term CodeCoordCoordSkipSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Existing Conditions Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.88.810.313.2 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.78.09.511.4 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.67.48.910.2 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.66.88.38.9 30th %ile Term CodeGapGapHoldHold 10th %ile Green (s)5.56.00.00.0 10th %ile Term CodeGapGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)1921555751316 v/c Ratio0.030.000.040.050.220.020.03 Control Delay21.80.08.03.228.625.20.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.08.03.228.625.20.1 Queue Length 50th (ft)703163430 Queue Length 95th (ft)240133468100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)200400 Base Capacity (vph)7027025151082382764492 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.030.000.030.050.200.020.03 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)017214500000681215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)019215550000751316 RTOR Reduction (vph)0010000000013 Lane Group Flow (vph)01911555000075133 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)35.335.319.559.818.718.718.7 Effective Green, g (s)35.335.319.559.818.718.718.7 Actuated g/C Ratio0.390.390.220.660.210.210.21 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)6775273651051350701279 v/s Ratio Prot0.010.01c0.030.00 v/s Ratio Perm0.00c0.040.00 v/c Ratio0.030.000.040.050.210.020.01 Uniform Delay, d116.816.627.95.229.628.428.3 Progression Factor1.001.000.300.461.001.001.00 Incremental Delay, d20.10.00.00.00.30.00.0 Delay (s)16.916.68.42.429.928.428.3 Level of ServiceBBAACCC Approach Delay (s)16.93.70.029.4 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay18.9HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.13 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.4%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7780036145287929000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)100100100100 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.987 Satd. Flow (prot)150417760030081509047851509000 Flt Permitted0.9500.987 Satd. Flow (perm)150417760030081509047851509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)8930043173339435000 Shared Lane Traffic (%) Lane Group Flow (vph)8930043173012735000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)242400 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Existing Conditions Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.022.0 Total Split (%)24.4%24.4% Maximum Green (s)17.017.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)39.559.016.716.719.519.5 Actuated g/C Ratio0.440.660.190.190.220.22 v/c Ratio0.010.080.080.350.120.07 Control Delay9.41.928.22.628.30.2 Queue Delay0.00.00.00.00.00.0 Total Delay9.41.928.22.628.30.2 LOSAACACA Approach Delay2.57.722.3 Approach LOSAAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 11.5Intersection LOS: B Intersection Capacity Utilization 29.4%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Existing Conditions Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)11.522.510.523.012.010.522.522.523.0 Total Split (%)13%25%12%26%13%12%25%25%26% Maximum Green (s)6.517.54.016.57.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)22.022.011.522.510.523.012.010.5 Total Split (%)24.4%24.4%13%25%12%26%13%12% Maximum Green (s)17.017.06.517.54.016.57.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)20.920.98.325.66.111.713.35.8 90th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 70th %ile Green (s)19.619.67.229.55.99.917.35.7 70th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 50th %ile Green (s)18.918.96.632.05.88.719.95.6 50th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 30th %ile Green (s)18.118.16.034.75.67.422.65.6 30th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 10th %ile Green (s)6.26.20.061.30.00.049.35.5 10th %ile Term CodeGapGapSkipCoordSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Existing Conditions Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)8.810.313.2 90th %ile Term CodeGapHoldHold 70th %ile Green (s)8.09.511.4 70th %ile Term CodeGapHoldHold 50th %ile Green (s)7.48.910.2 50th %ile Term CodeGapHoldHold 30th %ile Green (s)6.88.38.9 30th %ile Term CodeGapHoldHold 10th %ile Green (s)6.00.00.0 10th %ile Term CodeGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)8934317312735 v/c Ratio0.010.080.080.350.120.07 Control Delay9.41.928.22.628.30.2 Queue Delay0.00.00.00.00.00.0 Total Delay9.41.928.22.628.30.2 Queue Length 50th (ft)18100210 Queue Length 95th (ft)48220340 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)79312096315221038517 Starvation Cap Reductn000000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.010.080.070.330.120.07 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7780036145287929000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150947851509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150947851509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)8930043173339435000 RTOR Reduction (vph)000001410027000 Lane Group Flow (vph)89300433201278000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)37.259.016.816.819.519.5 Effective Green, g (s)37.259.016.816.819.519.5 Actuated g/C Ratio0.410.660.190.190.220.22 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)62111645612811036326 v/s Ratio Prot0.01c0.050.01 v/s Ratio Permc0.020.030.01 v/c Ratio0.010.080.080.110.120.02 Uniform Delay, d115.65.630.230.428.427.8 Progression Factor0.510.301.001.001.001.00 Incremental Delay, d20.00.00.10.20.10.0 Delay (s)7.91.730.330.628.427.8 Level of ServiceAACCCC Approach Delay (s)2.230.528.30.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay23.8HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.14 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.4%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15745521575243621826531941 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9900.8500.9120.898 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732640157033741509144427060150424340 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732640157033741509144427060150424340 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)112012845 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)16810571681747672028582145 Shared Lane Traffic (%) Lane Group Flow (vph)16867016817476748058660 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftLeft Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.09.022.09.022.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%13.8%33.8%13.8%33.8% Maximum Green (s)4.018.04.018.018.04.517.54.517.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.126.84.126.826.84.68.04.66.2 Actuated g/C Ratio0.100.630.100.630.630.110.190.110.15 v/c Ratio0.100.420.110.380.050.430.090.350.17 Control Delay22.811.223.010.20.132.911.828.811.2 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay22.811.223.010.20.132.911.828.811.2 LOSCBCBACBCB Approach Delay11.49.924.119.5 Approach LOSBACB Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 42.5 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 12.0Intersection LOS: B Intersection Capacity Utilization 41.1%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.09.022.09.022.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%13.8%33.8%13.8%33.8% Maximum Green (s)4.018.04.018.018.04.517.54.517.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.018.04.018.018.04.57.64.57.6 90th %ile Term CodeMaxMaxMaxMaxMaxMaxHoldMaxGap 70th %ile Green (s)0.018.00.018.018.04.56.44.56.4 70th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldMaxGap 50th %ile Green (s)0.018.00.018.018.04.514.80.05.8 50th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldSkipGap 30th %ile Green (s)0.031.30.031.331.30.00.00.00.0 30th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip 10th %ile Green (s)0.026.70.026.726.70.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 42.5 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 55.1 70th %ile Actuated Cycle: 43.9 50th %ile Actuated Cycle: 43.3 30th %ile Actuated Cycle: 37.3 10th %ile Actuated Cycle: 32.7 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)16867168174767485866 v/c Ratio0.100.420.110.380.050.430.090.350.17 Control Delay22.811.223.010.20.132.911.828.811.2 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay22.811.223.010.20.132.911.828.811.2 Queue Length 50th (ft)4824750161142 Queue Length 95th (ft)20#222201790#7015#5817 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)16320621522127102515711661641060 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.100.420.110.380.050.430.040.350.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15745521575243621826531941 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.911.000.90 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732641570337415091444270715042433 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732641570337415091444270715042433 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)16810571681747672028582145 RTOR Reduction (vph)060002602500410 Lane Group Flow (vph)16861016817216723058250 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)0.623.80.623.823.82.45.31.64.5 Effective Green, g (s)0.623.80.623.823.82.45.31.64.5 Actuated g/C Ratio0.010.460.010.460.460.050.100.030.09 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)1914851815356866627446209 v/s Ratio Prot0.01c0.26c0.010.24c0.050.010.04c0.01 v/s Ratio Perm0.01 v/c Ratio0.840.580.890.530.031.020.081.260.12 Uniform Delay, d125.810.525.810.27.924.921.325.322.1 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d2131.70.6156.50.40.0115.10.1218.80.3 Delay (s)157.511.1182.310.67.9140.021.4244.222.3 Level of ServiceFBFBAFCFC Approach Delay (s)13.813.690.5126.1 Approach LOSBBFF Intersection Summary HCM 2000 Control Delay25.0HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.55 Actuated Cycle Length (s) 52.3Sum of lost time (s)21.0 Intersection Capacity Utilization41.1%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)40099784 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.994 Flt Protected0.950 Satd. Flow (prot)168700146213630 Flt Permitted0.950 Satd. Flow (perm)168700146213630 Link Speed (mph)303535 Link Distance (ft)581150111 Travel Time (s)13.22.92.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)400108854 Shared Lane Traffic (%) Lane Group Flow (vph)400108890 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.2%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)40099784 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)400108854 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume1958789 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1958789 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %99100100 cM capacity (veh/h)7839581475 Direction, Lane #EB 1NB 1SB 1 Volume Total410889 Volume Left400 Volume Right004 cSH78314751700 Volume to Capacity0.010.000.05 Queue Length 95th (ft)000 Control Delay (s)9.60.00.0 Lane LOSA Approach Delay (s)9.60.00.0 Approach LOSA Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 15.2%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)20096812 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.997 Flt Protected0.950 Satd. Flow (prot)168700146213600 Flt Permitted0.950 Satd. Flow (perm)168700146213600 Link Speed (mph)303535 Link Distance (ft)237110150 Travel Time (s)5.42.12.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)200104882 Shared Lane Traffic (%) Lane Group Flow (vph)200104900 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.1%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)20096812 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)200104882 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1938990 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1938990 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7849551474 Direction, Lane #EB 1NB 1SB 1 Volume Total210490 Volume Left200 Volume Right002 cSH78414741700 Volume to Capacity0.000.000.05 Queue Length 95th (ft)000 Control Delay (s)9.60.00.0 Lane LOSA Approach Delay (s)9.60.00.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.1%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01097812 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.997 Flt Protected Satd. Flow (prot)153600146213600 Flt Permitted Satd. Flow (perm)153600146213600 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)010105882 Shared Lane Traffic (%) Lane Group Flow (vph)100105900 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.1%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01097812 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)010105882 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1958990 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1958990 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7839551474 Direction, Lane #EB 1NB 1SB 1 Volume Total110590 Volume Left000 Volume Right102 cSH95514741700 Volume to Capacity0.000.000.05 Queue Length 95th (ft)000 Control Delay (s)8.80.00.0 Lane LOSA Approach Delay (s)8.80.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 15.1%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)00098790 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)000107860 Shared Lane Traffic (%) Lane Group Flow (vph)000107860 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 8.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)00098790 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)000107860 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1928686 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1928686 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7859591479 Direction, Lane #EB 1NB 1SB 1 Volume Total010786 Volume Left000 Volume Right000 cSH170014791700 Volume to Capacity0.000.000.05 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 8.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Existing Conditions Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)00099830 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)237218202 Travel Time (s)5.44.23.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)000108900 Shared Lane Traffic (%) Lane Group Flow (vph)000108900 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 8.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Existing Conditions MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)00099830 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)000108900 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1989090 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1989090 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7809541474 Direction, Lane #EB 1NB 1SB 1 Volume Total010890 Volume Left000 Volume Right000 cSH170014741700 Volume to Capacity0.000.000.05 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 8.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Existing Conditions Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)013840478 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.998 Satd. Flow (prot)153601462001369 Flt Permitted0.998 Satd. Flow (perm)153601462001369 Link Speed (mph)303535 Link Distance (ft)326799218 Travel Time (s)7.415.64.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)014910485 Shared Lane Traffic (%) Lane Group Flow (vph)140910089 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 17.4%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Existing Conditions MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)013840478 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)014910485 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1859191 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1859191 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10099100 cM capacity (veh/h)7919531473 Direction, Lane #WB 1NB 1SB 1 Volume Total149189 Volume Left004 Volume Right1400 cSH95317001473 Volume to Capacity0.010.050.00 Queue Length 95th (ft)100 Control Delay (s)8.80.00.4 Lane LOSAA Approach Delay (s)8.80.00.4 Approach LOSA Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 17.4%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)82130207356761 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)010000 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.9890.8500.9920.999 Flt Protected0.9640.9500.996 Satd. Flow (prot)016930014441404017300013650 Flt Permitted0.9640.9500.996 Satd. Flow (perm)016930014441404017300013650 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)92130207957831 Shared Lane Traffic (%) Lane Group Flow (vph)012003208400910 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 23.0%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)82130207356761 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)92130207957831 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume18018183180179828485 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol18018183180179828485 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %99100100100100100100100 cM capacity (veh/h)76670196372870394314821379 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total12328590 Volume Left93007 Volume Right10251 cSH76772894314821379 Volume to Capacity0.020.000.000.000.00 Queue Length 95th (ft)10000 Control Delay (s)9.810.08.80.00.6 Lane LOSAAAA Approach Delay (s)9.89.50.00.6 Approach LOSAA Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 23.0%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)002181112 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)1000 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)002201213 Shared Lane Traffic (%)0% Lane Group Flow (vph)002201213 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Existing Conditions MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)002181112 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)002201213 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0240 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0240 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %1009999 cM capacity (veh/h)15139461034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total022025 Volume Left02012 Volume Right00013 cSH1700151317001979 Volume to Capacity0.000.000.010.01 Queue Length 95th (ft)0001 Control Delay (s)0.07.40.08.7 Lane LOSAA Approach Delay (s)0.00.78.7 Approach LOSA Intersection Summary Average Delay 5.0 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0321525160000189135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)000000200400 Storage Lanes01100001 Taper Length (ft)000100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)0351627180000208145 Shared Lane Traffic (%) Lane Group Flow (vph)0351627180000208145 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)12121212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Existing Conditions Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)23.523.5 Total Split (%)26.1%26.1% Maximum Green (s)18.518.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.336.313.551.725.525.525.5 Actuated g/C Ratio0.400.400.150.570.280.280.28 v/c Ratio0.050.020.110.020.440.010.01 Control Delay21.80.16.93.729.222.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.16.93.729.222.30.0 LOSCAAACCA Approach Delay15.05.628.1 Approach LOSBAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 22.9Intersection LOS: C Intersection Capacity Utilization 31.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Existing Conditions Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)10.510.523.013.021.010.522.522.523.0 Total Split (%)12%12%26%14%23%12%25%25%26% Maximum Green (s)5.54.016.58.016.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)23.523.510.510.523.013.021.0 Total Split (%)26.1%26.1%12%12%26%14%23% Maximum Green (s)18.518.55.54.016.58.016.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)27.427.45.54.016.515.316.0 90th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 70th %ile Green (s)27.927.95.54.016.515.816.0 70th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 50th %ile Green (s)28.328.35.56.214.316.318.2 50th %ile Term CodeCoordCoordMaxMaxGapCoordHold 30th %ile Green (s)41.241.20.06.112.329.27.6 30th %ile Term CodeCoordCoordSkipGapGapCoordHold 10th %ile Green (s)56.856.80.05.89.456.87.3 10th %ile Term CodeCoordCoordSkipGapGapCoordHold Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Existing Conditions Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.67.18.618.0 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.66.68.118.0 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.56.27.715.8 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.55.90.013.8 30th %ile Term CodeGapGapSkipHold 10th %ile Green (s)0.00.00.010.9 10th %ile Term CodeSkipSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Existing Conditions Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)35162718208145 v/c Ratio0.050.020.110.020.440.010.01 Control Delay21.80.16.93.729.222.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.16.93.729.222.30.0 Queue Length 50th (ft)1401389430 Queue Length 95th (ft)36010158100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)200400 Base Capacity (vph)696698446931453907539 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.050.020.060.020.460.020.01 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0321525160000189135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)0351627180000208145 RTOR Reduction (vph)0010000000004 Lane Group Flow (vph)035627180000208141 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)33.033.015.053.025.525.525.5 Effective Green, g (s)33.033.015.053.025.525.525.5 Actuated g/C Ratio0.370.370.170.590.280.280.28 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)633493281932477955381 v/s Ratio Protc0.02c0.020.010.00 v/s Ratio Perm0.00c0.120.00 v/c Ratio0.060.010.100.020.440.010.00 Uniform Delay, d118.418.131.87.726.423.223.1 Progression Factor1.001.000.200.431.001.001.00 Incremental Delay, d20.20.00.10.00.60.00.0 Delay (s)18.618.26.63.327.023.223.1 Level of ServiceBBAACCC Approach Delay (s)18.55.30.026.7 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay22.4HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.27 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.0%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1920200365553920000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)0000 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.994 Satd. Flow (prot)150417760030081509048191509000 Flt Permitted0.9500.994 Satd. Flow (perm)150417760030081509048191509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)2324000436564624000 Shared Lane Traffic (%) Lane Group Flow (vph)2324000436505224000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)121200 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Existing Conditions Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Existing Conditions Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)21.021.0 Total Split (%)23.3%23.3% Maximum Green (s)16.016.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)47.066.013.013.015.915.9 Actuated g/C Ratio0.520.730.140.140.180.18 v/c Ratio0.030.180.100.150.060.05 Control Delay10.61.331.90.728.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay10.61.531.90.728.80.2 LOSBACACA Approach Delay2.313.119.8 Approach LOSABB Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 7.9Intersection LOS: A Intersection Capacity Utilization 31.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Existing Conditions Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)10.523.510.523.013.010.522.522.523.0 Total Split (%)12%26%12%26%14%12%25%25%26% Maximum Green (s)5.518.54.016.58.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)21.021.010.523.510.523.013.010.5 Total Split (%)23.3%23.3%12%26%12%26%14%12% Maximum Green (s)16.016.05.518.54.016.58.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)16.016.05.527.44.016.515.35.6 90th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 70th %ile Green (s)16.016.05.527.94.016.515.85.6 70th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 50th %ile Green (s)18.218.25.528.36.214.316.35.5 50th %ile Term CodeHoldHoldMaxCoordMaxGapCoordGap 30th %ile Green (s)7.67.60.041.26.112.329.25.5 30th %ile Term CodeHoldHoldSkipCoordGapGapCoordGap 10th %ile Green (s)7.37.30.056.85.89.456.80.0 10th %ile Term CodeHoldHoldSkipCoordGapGapCoordSkip Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Existing Conditions Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)7.18.618.0 90th %ile Term CodeGapHoldHold 70th %ile Green (s)6.68.118.0 70th %ile Term CodeGapHoldHold 50th %ile Green (s)6.27.715.8 50th %ile Term CodeGapHoldHold 30th %ile Green (s)5.90.013.8 30th %ile Term CodeGapSkipHold 10th %ile Green (s)0.00.010.9 10th %ile Term CodeSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Existing Conditions Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)2324043655224 v/c Ratio0.030.180.100.150.060.05 Control Delay10.61.331.90.728.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay10.61.531.90.728.80.2 Queue Length 50th (ft)31710080 Queue Length 95th (ft)m1110230170 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)8301321549488963495 Starvation Cap Reductn04990000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.030.290.080.130.050.05 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Existing Conditions MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1920200365553920000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150948201509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150948201509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)2324000436564624000 RTOR Reduction (vph)00000540020000 Lane Group Flow (vph)232400043110524000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)42.462.415.015.016.116.1 Effective Green, g (s)42.462.415.015.016.116.1 Actuated g/C Ratio0.470.690.170.170.180.18 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)7081231501251862269 v/s Ratio Prot0.02c0.140.01 v/s Ratio Perm0.010.010.00 v/c Ratio0.030.190.090.040.060.02 Uniform Delay, d112.84.931.731.530.730.4 Progression Factor0.700.191.001.001.001.00 Incremental Delay, d20.00.10.10.10.00.0 Delay (s)8.91.031.831.530.730.5 Level of ServiceAACCCC Approach Delay (s)1.731.630.60.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay13.9HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.24 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.0%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6087860388756054101124117 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9900.8500.9220.940 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732660157033741509144427640150424950 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732660157033741509144427640150424950 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)11201128 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)6595465419516559111226128 Shared Lane Traffic (%) Lane Group Flow (vph)651019041951655923026200 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftLeft Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.521.58.521.5 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.1%33.1%13.1%33.1% Maximum Green (s)4.019.04.019.019.04.017.04.017.0 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.031.94.026.826.84.85.94.05.9 Actuated g/C Ratio0.090.680.090.570.570.100.130.090.13 v/c Ratio0.450.460.300.490.070.400.060.200.06 Control Delay34.510.727.911.90.133.315.025.516.4 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay34.510.727.911.90.133.315.025.516.4 LOSCBCBACBCB Approach Delay12.111.828.121.6 Approach LOSBBCC Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 46.8 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 12.8Intersection LOS: B Intersection Capacity Utilization 52.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.521.58.521.5 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.1%33.1%13.1%33.1% Maximum Green (s)4.019.04.019.019.04.017.04.017.0 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.019.04.019.019.04.06.64.06.6 90th %ile Term CodeMaxMaxMaxMaxMaxMaxHoldMaxGap 70th %ile Green (s)4.019.04.019.019.05.95.90.00.0 70th %ile Term CodeMaxMaxMaxMaxMaxHoldHoldSkipSkip 50th %ile Green (s)4.029.00.019.019.05.65.60.00.0 50th %ile Term CodeMaxHoldSkipMaxMaxHoldHoldSkipSkip 30th %ile Green (s)4.042.70.032.732.70.00.00.00.0 30th %ile Term CodeMaxDwellSkipDwellDwellSkipSkipSkipSkip 10th %ile Green (s)0.034.00.034.034.00.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 46.8 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 54.6 70th %ile Actuated Cycle: 45.4 50th %ile Actuated Cycle: 45.1 30th %ile Actuated Cycle: 48.7 10th %ile Actuated Cycle: 40 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)651019419516559232620 v/c Ratio0.450.460.300.490.070.400.060.200.06 Control Delay34.510.727.911.90.133.315.025.516.4 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay34.510.727.911.90.133.315.025.516.4 Queue Length 50th (ft)17541097014161 Queue Length 95th (ft)#66#27138#2360#66102810 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)145223013519299491471022130921 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.450.460.300.490.070.400.020.200.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6087860388756054101124117 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.921.000.94 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732681570337415091444276315042495 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732681570337415091444276315042495 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)6595465419516559111226128 RTOR Reduction (vph)05000330110080 Lane Group Flow (vph)651014041951325912026120 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)3.129.31.527.727.73.13.50.71.1 Effective Green, g (s)3.129.31.527.727.73.13.50.71.1 Actuated g/C Ratio0.060.520.030.490.490.060.060.010.02 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)931709421668746791721849 v/s Ratio Protc0.04c0.310.030.28c0.040.000.02c0.00 v/s Ratio Perm0.02 v/c Ratio0.700.590.980.570.040.750.071.440.25 Uniform Delay, d126.09.227.210.07.326.124.727.627.0 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d220.50.6128.60.50.031.40.2373.92.6 Delay (s)46.49.8155.910.47.357.524.9401.529.7 Level of ServiceDAFBAECFC Approach Delay (s)12.015.948.3239.8 Approach LOSBBDF Intersection Summary HCM 2000 Control Delay19.7HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.62 Actuated Cycle Length (s) 56.0Sum of lost time (s)21.0 Intersection Capacity Utilization52.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)304661064 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.995 Flt Protected0.9500.997 Satd. Flow (prot)168700147113610 Flt Permitted0.9500.997 Satd. Flow (perm)168700147113610 Link Speed (mph)303535 Link Distance (ft)581150111 Travel Time (s)13.22.92.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)304721154 Shared Lane Traffic (%) Lane Group Flow (vph)300761190 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.7%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)304661064 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)304721154 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume198117120 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol198117120 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7779211438 Direction, Lane #EB 1NB 1SB 1 Volume Total376120 Volume Left340 Volume Right004 cSH77714381700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)9.70.50.0 Lane LOSAA Approach Delay (s)9.70.50.0 Approach LOSA Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 16.7%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)111681034 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.9320.995 Flt Protected0.9760.999 Satd. Flow (prot)161500146413610 Flt Permitted0.9760.999 Satd. Flow (perm)161500146413610 Link Speed (mph)303535 Link Distance (ft)237110150 Travel Time (s)5.42.12.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)111741124 Shared Lane Traffic (%) Lane Group Flow (vph)200751160 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.7%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)111681034 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)111741124 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume190114116 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol190114116 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7879251442 Direction, Lane #EB 1NB 1SB 1 Volume Total275116 Volume Left110 Volume Right104 cSH85014421700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)9.20.10.0 Lane LOSAA Approach Delay (s)9.20.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.7%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)011691035 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.994 Flt Protected0.999 Satd. Flow (prot)153600146313630 Flt Permitted0.999 Satd. Flow (perm)153600146313630 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)011751125 Shared Lane Traffic (%) Lane Group Flow (vph)100761170 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.7%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)011691035 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)011751125 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume192115117 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol192115117 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7859241440 Direction, Lane #EB 1NB 1SB 1 Volume Total176117 Volume Left010 Volume Right105 cSH92414401700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)8.90.10.0 Lane LOSAA Approach Delay (s)8.90.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.7%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01671976 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.992 Flt Protected0.996 Satd. Flow (prot)153600147713660 Flt Permitted0.996 Satd. Flow (perm)153600147713660 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)017771057 Shared Lane Traffic (%) Lane Group Flow (vph)100841120 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.7%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01671976 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)017771057 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume199109112 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol199109112 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7759321447 Direction, Lane #EB 1NB 1SB 1 Volume Total184112 Volume Left070 Volume Right107 cSH93214471700 Volume to Capacity0.000.000.07 Queue Length 95th (ft)000 Control Delay (s)8.90.60.0 Lane LOSAA Approach Delay (s)8.90.60.0 Approach LOSA Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 18.7%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)01180953 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.996 Flt Protected0.999 Satd. Flow (prot)153600146313610 Flt Permitted0.999 Satd. Flow (perm)153600146313610 Link Speed (mph)303535 Link Distance (ft)237218202 Travel Time (s)5.44.23.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)011871033 Shared Lane Traffic (%) Lane Group Flow (vph)100881060 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.2%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)01180953 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)011871033 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume194105107 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol194105107 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7839361454 Direction, Lane #EB 1NB 1SB 1 Volume Total188107 Volume Left010 Volume Right103 cSH93614541700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)8.90.10.0 Lane LOSAA Approach Delay (s)8.90.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.2%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Projected Conditions w/o Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)027931875 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.995 Flt Protected0.990 Satd. Flow (prot)153601463001409 Flt Permitted0.990 Satd. Flow (perm)153601463001409 Link Speed (mph)303535 Link Distance (ft)326799218 Travel Time (s)7.415.64.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)028632082 Shared Lane Traffic (%) Lane Group Flow (vph)208900102 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 21.6%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Projected Conditions w/o Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)027931875 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)028632082 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2088889 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2088889 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10010099 cM capacity (veh/h)7599571475 Direction, Lane #WB 1NB 1SB 1 Volume Total289101 Volume Left0020 Volume Right230 cSH95717001475 Volume to Capacity0.000.050.01 Queue Length 95th (ft)001 Control Delay (s)8.80.01.5 Lane LOSAA Approach Delay (s)8.80.01.5 Approach LOSA Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 21.6%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)000632007934661 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)010000 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.8500.9950.998 Flt Protected0.9660.997 Satd. Flow (prot)017760015351404017490013620 Flt Permitted0.9660.997 Satd. Flow (perm)017760015351404017490013620 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)000732208634721 Shared Lane Traffic (%) Lane Group Flow (vph)0000102208900770 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)000632007934661 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)000732208634721 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume19217072168169887389 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol19217072168169887389 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %1001001009910098100100 cM capacity (veh/h)73571297674571393614961373 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total010228977 Volume Left07004 Volume Right002231 cSH170073493614961373 Volume to Capacity0.000.010.020.000.00 Queue Length 95th (ft)01200 Control Delay (s)0.010.08.90.00.5 Lane LOSAAAA Approach Delay (s)0.09.30.00.5 Approach LOSAA Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)001651125 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)1000 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)001755135 Shared Lane Traffic (%)0% Lane Group Flow (vph)001755135 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Projected Conditions w/o Development MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)001651125 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)001755135 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0900 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0900 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %999899 cM capacity (veh/h)15138581034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total0175518 Volume Left017013 Volume Right0005 cSH1700151317001215 Volume to Capacity0.000.010.030.02 Queue Length 95th (ft)0101 Control Delay (s)0.07.40.09.0 Lane LOSAA Approach Delay (s)0.01.89.0 Approach LOSA Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)018214530000721215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0000000400 Storage Lanes01100011 Taper Length (ft)000100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)020215580000791316 Shared Lane Traffic (%) Lane Group Flow (vph)020215580000791316 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)12121212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.522.5 Total Split (%)25.0%25.0% Maximum Green (s)17.517.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.236.219.460.618.818.818.8 Actuated g/C Ratio0.400.400.220.670.210.210.21 v/c Ratio0.030.000.040.050.220.020.03 Control Delay22.20.08.13.228.624.90.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay22.20.08.13.228.624.90.1 LOSCAAACCA Approach Delay20.24.223.9 Approach LOSCAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 16.4Intersection LOS: B Intersection Capacity Utilization 29.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)11.510.523.012.022.010.522.522.523.0 Total Split (%)13%12%26%13%24%12%25%25%26% Maximum Green (s)6.54.016.57.017.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)22.522.511.510.523.012.022.0 Total Split (%)25.0%25.0%13%12%26%13%24% Maximum Green (s)17.517.56.54.016.57.017.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)25.025.08.46.112.012.721.0 90th %ile Term CodeCoordCoordGapGapGapCoordHold 70th %ile Green (s)29.029.07.35.910.216.819.7 70th %ile Term CodeCoordCoordGapGapGapCoordHold 50th %ile Green (s)31.631.66.75.88.919.519.0 50th %ile Term CodeCoordCoordGapGapGapCoordHold 30th %ile Green (s)34.334.36.15.67.622.218.2 30th %ile Term CodeCoordCoordGapGapGapCoordHold 10th %ile Green (s)61.161.10.00.00.049.16.3 10th %ile Term CodeCoordCoordSkipSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Projected Conditions w/o Development Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.89.010.513.5 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.78.19.611.7 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.67.59.010.4 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.66.98.49.1 30th %ile Term CodeGapGapHoldHold 10th %ile Green (s)5.56.10.00.0 10th %ile Term CodeGapGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)2021558791316 v/c Ratio0.030.000.040.050.220.020.03 Control Delay22.20.08.13.228.624.90.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay22.20.08.13.228.624.90.1 Queue Length 50th (ft)703163630 Queue Length 95th (ft)260123570100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)400 Base Capacity (vph)6946975161078383767493 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.030.000.030.050.210.020.03 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)018214530000721215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)020215580000791316 RTOR Reduction (vph)0010000000013 Lane Group Flow (vph)02011558000079133 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)34.934.919.759.618.918.918.9 Effective Green, g (s)34.934.919.759.618.918.918.9 Actuated g/C Ratio0.390.390.220.660.210.210.21 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)6695213691048354708282 v/s Ratio Prot0.010.01c0.040.00 v/s Ratio Perm0.00c0.050.00 v/c Ratio0.030.000.040.060.220.020.01 Uniform Delay, d117.116.927.75.329.528.228.2 Progression Factor1.001.000.310.451.001.001.00 Incremental Delay, d20.10.00.00.00.30.00.0 Delay (s)17.116.98.62.429.828.228.2 Level of ServiceBBAACCC Approach Delay (s)17.13.70.029.4 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay18.8HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.14 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7820038153298330000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)0000 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.987 Satd. Flow (prot)150417760030081509047851509000 Flt Permitted0.9500.987 Satd. Flow (perm)150417760030081509047851509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)8980045182359936000 Shared Lane Traffic (%) Lane Group Flow (vph)8980045182013436000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)121200 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.022.0 Total Split (%)24.4%24.4% Maximum Green (s)17.017.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)39.358.816.816.819.719.7 Actuated g/C Ratio0.440.650.190.190.220.22 v/c Ratio0.010.080.080.370.130.07 Control Delay9.31.928.23.028.30.3 Queue Delay0.00.00.00.00.00.0 Total Delay9.31.928.23.028.30.3 LOSAACACA Approach Delay2.58.022.3 Approach LOSAAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 11.7Intersection LOS: B Intersection Capacity Utilization 29.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)11.522.510.523.012.010.522.522.523.0 Total Split (%)13%25%12%26%13%12%25%25%26% Maximum Green (s)6.517.54.016.57.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)22.022.011.522.510.523.012.010.5 Total Split (%)24.4%24.4%13%25%12%26%13%12% Maximum Green (s)17.017.06.517.54.016.57.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)21.021.08.425.06.112.012.75.8 90th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 70th %ile Green (s)19.719.77.329.05.910.216.85.7 70th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 50th %ile Green (s)19.019.06.731.65.88.919.55.6 50th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 30th %ile Green (s)18.218.26.134.35.67.622.25.6 30th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 10th %ile Green (s)6.36.30.061.10.00.049.15.5 10th %ile Term CodeGapGapSkipCoordSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Projected Conditions w/o Development Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)9.010.513.5 90th %ile Term CodeGapHoldHold 70th %ile Green (s)8.19.611.7 70th %ile Term CodeGapHoldHold 50th %ile Green (s)7.59.010.4 50th %ile Term CodeGapHoldHold 30th %ile Green (s)6.98.49.1 30th %ile Term CodeGapHoldHold 10th %ile Green (s)6.10.00.0 10th %ile Term CodeGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)8984518213436 v/c Ratio0.010.080.080.370.130.07 Control Delay9.31.928.23.028.30.3 Queue Delay0.00.00.00.00.00.0 Total Delay9.31.928.23.028.30.3 Queue Length 50th (ft)18110220 Queue Length 95th (ft)49234350 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)78612056345241045518 Starvation Cap Reductn000000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.010.080.070.350.130.07 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7820038153298330000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150947851509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150947851509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)8980045182359936000 RTOR Reduction (vph)000001480028000 Lane Group Flow (vph)89800453401348000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)37.058.916.916.919.619.6 Effective Green, g (s)37.058.916.916.919.619.6 Actuated g/C Ratio0.410.650.190.190.220.22 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)61811625642831042328 v/s Ratio Prot0.01c0.060.01 v/s Ratio Permc0.020.030.01 v/c Ratio0.010.080.080.120.130.02 Uniform Delay, d115.75.730.130.428.327.7 Progression Factor0.490.291.001.001.001.00 Incremental Delay, d20.00.00.10.20.10.0 Delay (s)7.81.730.230.628.427.7 Level of ServiceAACCCC Approach Delay (s)2.230.528.20.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay23.8HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.15 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15789551579745651927562043 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9900.8500.9130.898 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732640157033741509144427100150424340 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732640157033741509144427100150424340 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)112012947 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)16858601686649712129612247 Shared Lane Traffic (%) Lane Group Flow (vph)16918016866497150061690 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftLeft Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.09.022.09.022.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%13.8%33.8%13.8%33.8% Maximum Green (s)4.018.04.018.018.04.517.54.517.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.125.04.125.025.04.88.14.66.2 Actuated g/C Ratio0.090.560.090.560.560.110.180.100.14 v/c Ratio0.110.500.110.460.050.460.100.400.18 Control Delay23.012.823.311.80.135.011.731.211.2 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay23.012.823.311.80.135.011.731.211.2 LOSCBCBACBCB Approach Delay12.911.425.320.6 Approach LOSBBCC Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 44.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 13.4Intersection LOS: B Intersection Capacity Utilization 42.6%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.09.022.09.022.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%13.8%33.8%13.8%33.8% Maximum Green (s)4.018.04.018.018.04.517.54.517.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.018.04.018.018.04.57.74.57.7 90th %ile Term CodeMaxMaxMaxMaxMaxMaxHoldMaxGap 70th %ile Green (s)0.018.00.018.018.04.56.44.56.4 70th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldMaxGap 50th %ile Green (s)0.018.00.018.018.04.514.80.05.8 50th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldSkipGap 30th %ile Green (s)0.027.90.027.927.95.55.50.00.0 30th %ile Term CodeSkipDwellSkipDwellDwellHoldHoldSkipSkip 10th %ile Green (s)0.031.50.031.531.50.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 44.8 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 55.2 70th %ile Actuated Cycle: 43.9 50th %ile Actuated Cycle: 43.3 30th %ile Actuated Cycle: 43.9 10th %ile Actuated Cycle: 37.5 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)16918168664971506169 v/c Ratio0.110.500.110.460.050.460.100.400.18 Control Delay23.012.823.311.80.135.011.731.211.2 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay23.012.823.311.80.135.011.731.211.2 Queue Length 50th (ft)4884820171152 Queue Length 95th (ft)20#24420#2020#7615#6217 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)152182414218819301541093153994 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.110.500.110.460.050.460.050.400.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15789551579745651927562043 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.911.000.90 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732651570337415091444271015042434 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732651570337415091444271015042434 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)16858601686649712129612247 RTOR Reduction (vph)060002702500430 Lane Group Flow (vph)16912016866227125061260 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)0.623.50.623.523.53.76.71.64.6 Effective Green, g (s)0.623.50.623.523.53.76.71.64.6 Actuated g/C Ratio0.010.440.010.440.440.070.130.030.09 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)18143617148466410034045209 v/s Ratio Prot0.01c0.28c0.010.26c0.050.010.04c0.01 v/s Ratio Perm0.01 v/c Ratio0.890.630.940.580.030.710.071.360.12 Uniform Delay, d126.411.626.411.38.524.320.625.922.5 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d2156.50.9188.50.60.020.60.1255.50.3 Delay (s)182.912.5214.911.98.544.920.7281.422.8 Level of ServiceFBFBADCFC Approach Delay (s)15.515.234.9144.1 Approach LOSBBCF Intersection Summary HCM 2000 Control Delay24.3HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.57 Actuated Cycle Length (s) 53.4Sum of lost time (s)21.0 Intersection Capacity Utilization42.6%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)400104824 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.994 Flt Protected0.950 Satd. Flow (prot)168700146213630 Flt Permitted0.950 Satd. Flow (perm)168700146213630 Link Speed (mph)303535 Link Distance (ft)581150111 Travel Time (s)13.22.92.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)400113894 Shared Lane Traffic (%) Lane Group Flow (vph)400113930 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)400104824 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)400113894 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume2049193 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2049193 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %99100100 cM capacity (veh/h)7739531470 Direction, Lane #EB 1NB 1SB 1 Volume Total411393 Volume Left400 Volume Right004 cSH77314701700 Volume to Capacity0.010.000.05 Queue Length 95th (ft)000 Control Delay (s)9.70.00.0 Lane LOSA Approach Delay (s)9.70.00.0 Approach LOSA Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 15.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)200101852 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.997 Flt Protected0.950 Satd. Flow (prot)168700146213600 Flt Permitted0.950 Satd. Flow (perm)168700146213600 Link Speed (mph)303535 Link Distance (ft)237110150 Travel Time (s)5.42.12.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)200110922 Shared Lane Traffic (%) Lane Group Flow (vph)200110940 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)200101852 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)200110922 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2039395 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2039395 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7749501469 Direction, Lane #EB 1NB 1SB 1 Volume Total211095 Volume Left200 Volume Right002 cSH77414691700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)9.70.00.0 Lane LOSA Approach Delay (s)9.70.00.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 15.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)010102852 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.997 Flt Protected Satd. Flow (prot)153600146213600 Flt Permitted Satd. Flow (perm)153600146213600 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)010111922 Shared Lane Traffic (%) Lane Group Flow (vph)100111940 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 15.4%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)010102852 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)010111922 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2049395 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2049395 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7739501469 Direction, Lane #EB 1NB 1SB 1 Volume Total111195 Volume Left000 Volume Right102 cSH95014691700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)8.80.00.0 Lane LOSA Approach Delay (s)8.80.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 15.4%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)000103830 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)000112900 Shared Lane Traffic (%) Lane Group Flow (vph)000112900 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 8.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)000103830 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)000112900 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2029090 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2029090 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7759541474 Direction, Lane #EB 1NB 1SB 1 Volume Total011290 Volume Left000 Volume Right000 cSH170014741700 Volume to Capacity0.000.000.05 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 8.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)000104870 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)237218202 Travel Time (s)5.44.23.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)000113950 Shared Lane Traffic (%) Lane Group Flow (vph)000113950 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 8.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Projected Conditions w/o Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)000104870 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)000113950 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2089595 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2089595 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7709491469 Direction, Lane #EB 1NB 1SB 1 Volume Total011395 Volume Left000 Volume Right000 cSH170014691700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 8.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Projected Conditions w/o Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)013890482 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.998 Satd. Flow (prot)153601462001368 Flt Permitted0.998 Satd. Flow (perm)153601462001368 Link Speed (mph)303535 Link Distance (ft)326799218 Travel Time (s)7.415.64.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)014970489 Shared Lane Traffic (%) Lane Group Flow (vph)140970093 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 17.6%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Projected Conditions w/o Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)013890482 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)014970489 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume1959797 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1959797 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10099100 cM capacity (veh/h)7819461466 Direction, Lane #WB 1NB 1SB 1 Volume Total149793 Volume Left004 Volume Right1400 cSH94617001466 Volume to Capacity0.010.060.00 Queue Length 95th (ft)100 Control Delay (s)8.90.00.4 Lane LOSAA Approach Delay (s)8.90.00.4 Approach LOSA Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 17.6%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)82130207756801 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)010000 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.9890.8500.9920.999 Flt Protected0.9640.9500.996 Satd. Flow (prot)016930014441404017310013650 Flt Permitted0.9640.9500.996 Satd. Flow (perm)016930014441404017310013650 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)92130208457871 Shared Lane Traffic (%) Lane Group Flow (vph)012003208900950 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 23.2%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)82130207756801 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)92130208457871 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume18919088189188868889 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol18919088189188868889 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %99100100100100100100100 cM capacity (veh/h)75669395771869593714771373 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total12328995 Volume Left93007 Volume Right10251 cSH75871893714771373 Volume to Capacity0.020.000.000.000.00 Queue Length 95th (ft)10000 Control Delay (s)9.810.08.80.00.6 Lane LOSABAA Approach Delay (s)9.89.60.00.6 Approach LOSAA Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 23.2%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)002191112 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)1000 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)002211213 Shared Lane Traffic (%)0% Lane Group Flow (vph)002211213 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Projected Conditions w/o Development MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)002191112 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)002211213 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0250 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0250 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %1009999 cM capacity (veh/h)15139451034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total022125 Volume Left02012 Volume Right00013 cSH1700151317001976 Volume to Capacity0.000.000.010.01 Queue Length 95th (ft)0001 Control Delay (s)0.07.40.08.7 Lane LOSAA Approach Delay (s)0.00.78.7 Approach LOSA Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0331526160000200135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0000000400 Storage Lanes01100011 Taper Length (ft)000100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)0361629180000220145 Shared Lane Traffic (%) Lane Group Flow (vph)0361629180000220145 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)12121212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)23.523.5 Total Split (%)26.1%26.1% Maximum Green (s)18.518.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.036.013.551.525.725.725.7 Actuated g/C Ratio0.400.400.150.570.290.290.29 v/c Ratio0.050.020.110.020.460.010.01 Control Delay21.80.16.83.629.622.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.16.83.629.622.30.0 LOSCAAACCA Approach Delay15.15.628.5 Approach LOSBAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 23.3Intersection LOS: C Intersection Capacity Utilization 31.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)10.510.523.013.021.010.522.522.523.0 Total Split (%)12%12%26%14%23%12%25%25%26% Maximum Green (s)5.54.016.58.016.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)23.523.510.510.523.013.021.0 Total Split (%)26.1%26.1%12%12%26%14%23% Maximum Green (s)18.518.55.54.016.58.016.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)27.327.35.54.016.515.216.0 90th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 70th %ile Green (s)27.827.85.54.016.515.716.0 70th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 50th %ile Green (s)28.228.25.55.614.916.217.6 50th %ile Term CodeCoordCoordMaxMaxGapCoordHold 30th %ile Green (s)40.640.60.06.212.828.67.7 30th %ile Term CodeCoordCoordSkipGapGapCoordHold 10th %ile Green (s)56.356.30.05.99.856.37.4 10th %ile Term CodeCoordCoordSkipGapGapCoordHold Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Projected Conditions w/o Development Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.67.28.718.0 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.66.78.218.0 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.56.37.816.4 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.55.90.014.3 30th %ile Term CodeGapGapSkipHold 10th %ile Green (s)0.00.00.011.3 10th %ile Term CodeSkipSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Projected Conditions w/o Development Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)36162918220145 v/c Ratio0.050.020.110.020.460.010.01 Control Delay21.80.16.83.629.622.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.16.83.629.622.30.0 Queue Length 50th (ft)14014010030 Queue Length 95th (ft)37010167100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)400 Base Capacity (vph)691695446927453907539 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.050.020.070.020.490.020.01 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0331526160000200135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)0361629180000220145 RTOR Reduction (vph)0010000000004 Lane Group Flow (vph)036629180000220141 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)32.832.815.052.825.725.725.7 Effective Green, g (s)32.832.815.052.825.725.725.7 Actuated g/C Ratio0.360.360.170.590.290.290.29 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)629490281928481963384 v/s Ratio Protc0.02c0.020.010.00 v/s Ratio Perm0.00c0.130.00 v/c Ratio0.060.010.100.020.460.010.00 Uniform Delay, d118.618.331.87.826.423.123.0 Progression Factor1.001.000.200.421.001.001.00 Incremental Delay, d20.20.00.20.00.70.00.0 Delay (s)18.718.36.53.327.123.123.0 Level of ServiceBBAACCC Approach Delay (s)18.65.30.026.8 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay22.5HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.28 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.8%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)2021400385854121000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)0000 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.995 Satd. Flow (prot)150417760030081509048231509000 Flt Permitted0.9500.995 Satd. Flow (perm)150417760030081509048231509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)2425500456964925000 Shared Lane Traffic (%) Lane Group Flow (vph)2425500456905525000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)121200 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)21.021.0 Total Split (%)23.3%23.3% Maximum Green (s)16.016.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)47.065.912.912.916.016.0 Actuated g/C Ratio0.520.730.140.140.180.18 v/c Ratio0.030.200.100.160.060.05 Control Delay11.21.432.10.828.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay11.21.632.10.828.80.2 LOSBACACA Approach Delay2.413.119.9 Approach LOSABB Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 7.9Intersection LOS: A Intersection Capacity Utilization 31.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Projected Conditions w/o Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)10.523.510.523.013.010.522.522.523.0 Total Split (%)12%26%12%26%14%12%25%25%26% Maximum Green (s)5.518.54.016.58.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)21.021.010.523.510.523.013.010.5 Total Split (%)23.3%23.3%12%26%12%26%14%12% Maximum Green (s)16.016.05.518.54.016.58.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)16.016.05.527.34.016.515.25.6 90th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 70th %ile Green (s)16.016.05.527.84.016.515.75.6 70th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 50th %ile Green (s)17.617.65.528.25.614.916.25.5 50th %ile Term CodeHoldHoldMaxCoordMaxGapCoordGap 30th %ile Green (s)7.77.70.040.66.212.828.65.5 30th %ile Term CodeHoldHoldSkipCoordGapGapCoordGap 10th %ile Green (s)7.47.40.056.35.99.856.30.0 10th %ile Term CodeHoldHoldSkipCoordGapGapCoordSkip Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Projected Conditions w/o Development Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)7.28.718.0 90th %ile Term CodeGapHoldHold 70th %ile Green (s)6.78.218.0 70th %ile Term CodeGapHoldHold 50th %ile Green (s)6.37.816.4 50th %ile Term CodeGapHoldHold 30th %ile Green (s)5.90.014.3 30th %ile Term CodeGapSkipHold 10th %ile Green (s)0.00.011.3 10th %ile Term CodeSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Projected Conditions w/o Development Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)2425545695525 v/c Ratio0.030.200.100.160.060.05 Control Delay11.21.432.10.828.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay11.21.632.10.828.80.2 Queue Length 50th (ft)31811090 Queue Length 95th (ft)m1111240180 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)8251315545487967496 Starvation Cap Reductn04730000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.030.300.080.140.060.05 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Projected Conditions w/o Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)2021400385854121000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150948211509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150948211509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)2425500456964925000 RTOR Reduction (vph)00000580021000 Lane Group Flow (vph)242550045110554000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)42.562.414.914.916.116.1 Effective Green, g (s)42.562.414.914.916.116.1 Actuated g/C Ratio0.470.690.170.170.180.18 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)7101231497249862269 v/s Ratio Prot0.02c0.140.01 v/s Ratio Perm0.010.010.00 v/c Ratio0.030.210.090.050.060.02 Uniform Delay, d112.74.931.831.630.730.4 Progression Factor0.740.191.001.001.001.00 Incremental Delay, d20.00.10.10.10.00.0 Delay (s)9.51.031.931.630.730.5 Level of ServiceAACCCC Approach Delay (s)1.831.730.60.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay13.9HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.26 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.8%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6087891728756062112024157 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9860.8500.9030.950 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732190157033741509144426520150425090 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732190157033741509144426520150425090 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)17201228 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)6595499789516567122226168 Shared Lane Traffic (%) Lane Group Flow (vph)651053078951656734026240 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftLeft Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.521.58.521.5 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.1%33.1%13.1%33.1% Maximum Green (s)4.019.04.019.019.04.017.04.017.0 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.024.74.026.626.65.15.94.06.0 Actuated g/C Ratio0.090.530.090.570.570.110.130.090.13 v/c Ratio0.450.620.580.490.070.430.100.200.07 Control Delay34.515.243.812.00.134.213.025.616.6 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay34.515.243.812.00.134.213.025.616.6 LOSCBDBACBCB Approach Delay16.313.627.121.3 Approach LOSBBCC Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 46.7 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 15.6Intersection LOS: B Intersection Capacity Utilization 55.0%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.025.010.025.025.08.521.58.521.5 Total Split (%)15.4%38.5%15.4%38.5%38.5%13.1%33.1%13.1%33.1% Maximum Green (s)4.019.04.019.019.04.017.04.017.0 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.019.04.019.019.04.06.84.06.8 90th %ile Term CodeMaxMaxMaxMaxMaxMaxGapMaxGap 70th %ile Green (s)4.019.04.019.019.06.16.10.00.0 70th %ile Term CodeMaxMaxMaxMaxMaxHoldGapSkipSkip 50th %ile Green (s)4.019.04.019.019.05.65.60.00.0 50th %ile Term CodeMaxMaxMaxMaxMaxHoldHoldSkipSkip 30th %ile Green (s)0.022.04.032.032.05.55.50.00.0 30th %ile Term CodeSkipDwellMaxDwellDwellHoldHoldSkipSkip 10th %ile Green (s)0.034.00.034.034.00.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 46.7 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 54.8 70th %ile Actuated Cycle: 45.6 50th %ile Actuated Cycle: 45.1 30th %ile Actuated Cycle: 48 10th %ile Actuated Cycle: 40 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)651053789516567342624 v/c Ratio0.450.620.580.490.070.430.100.200.07 Control Delay34.515.243.812.00.134.213.025.616.6 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay34.515.243.812.00.134.213.025.616.6 Queue Length 50th (ft)171122097016162 Queue Length 95th (ft)#66#288#84#2380#74122811 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)14517091351924947157989130927 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.450.620.580.490.070.430.030.200.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6087891728756062112024157 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.901.000.95 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732191570337415091444265115042509 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732191570337415091444265115042509 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)6595499789516567122226168 RTOR Reduction (vph)09000350200080 Lane Group Flow (vph)651044078951306714026160 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)2.324.43.125.225.24.24.70.71.2 Effective Green, g (s)2.324.43.125.225.24.24.70.71.2 Actuated g/C Ratio0.040.450.060.470.470.080.090.010.02 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)7114579015777051122311955 v/s Ratio Prot0.04c0.32c0.050.28c0.05c0.010.02c0.01 v/s Ratio Perm0.02 v/c Ratio0.920.720.870.600.040.600.061.370.29 Uniform Delay, d125.711.925.210.67.824.022.626.625.9 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d277.41.753.40.70.08.30.1338.33.0 Delay (s)103.113.778.611.37.832.422.7364.928.9 Level of ServiceFBEBACCFC Approach Delay (s)18.915.929.1203.6 Approach LOSBBCF Intersection Summary HCM 2000 Control Delay21.8HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.67 Actuated Cycle Length (s) 53.9Sum of lost time (s)21.0 Intersection Capacity Utilization55.0%ICU Level of ServiceB Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)304851754 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.997 Flt Protected0.9500.998 Satd. Flow (prot)168700146913600 Flt Permitted0.9500.998 Satd. Flow (perm)168700146913600 Link Speed (mph)303535 Link Distance (ft)58190111 Travel Time (s)13.21.82.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)304921904 Shared Lane Traffic (%) Lane Group Flow (vph)300961940 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 19.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)304851754 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)304921904 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume293192195 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol293192195 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)6858371349 Direction, Lane #EB 1NB 1SB 1 Volume Total397195 Volume Left340 Volume Right004 cSH68513491700 Volume to Capacity0.000.000.11 Queue Length 95th (ft)000 Control Delay (s)10.30.40.0 Lane LOSBA Approach Delay (s)10.30.40.0 Approach LOSB Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 19.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)21177941135 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8840.986 Flt Protected0.9930.988 Satd. Flow (prot)139001453001387 Flt Permitted0.9930.988 Satd. Flow (perm)139001453001387 Link Speed (mph)303535 Link Distance (ft)3316090 Travel Time (s)7.51.21.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)20%20%30%20%20%40% Adj. Flow (vph)212841045147 Shared Lane Traffic (%) Lane Group Flow (vph)1409400192 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 26.0%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)21177941135 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)212841045147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume3248993 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol3248993 tC, single (s)6.66.44.3 tC, 2 stage (s) tF (s)3.73.52.4 p0 queue free %1009997 cM capacity (veh/h)6149221395 Direction, Lane #WB 1NB 1SB 1 Volume Total1493191 Volume Left2045 Volume Right12100 cSH85617001395 Volume to Capacity0.020.050.03 Queue Length 95th (ft)102 Control Delay (s)9.30.02.0 Lane LOSAA Approach Delay (s)9.30.02.0 Approach LOSA Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 26.0%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)111851344 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.9320.996 Flt Protected0.9760.999 Satd. Flow (prot)161500146313600 Flt Permitted0.9760.999 Satd. Flow (perm)161500146313600 Link Speed (mph)303535 Link Distance (ft)23711060 Travel Time (s)5.42.11.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)111921464 Shared Lane Traffic (%) Lane Group Flow (vph)200931500 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 17.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)111851344 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)111921464 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume242148150 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol242148150 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7358861401 Direction, Lane #EB 1NB 1SB 1 Volume Total293150 Volume Left110 Volume Right104 cSH80314011700 Volume to Capacity0.000.000.09 Queue Length 95th (ft)000 Control Delay (s)9.50.10.0 Lane LOSAA Approach Delay (s)9.50.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 17.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)011861345 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.996 Flt Protected0.999 Satd. Flow (prot)153600146313620 Flt Permitted0.999 Satd. Flow (perm)153600146313620 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)011931465 Shared Lane Traffic (%) Lane Group Flow (vph)100941510 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 17.4%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)011861345 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)011931465 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume244148151 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol244148151 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7338851400 Direction, Lane #EB 1NB 1SB 1 Volume Total195151 Volume Left010 Volume Right105 cSH88514001700 Volume to Capacity0.000.000.09 Queue Length 95th (ft)000 Control Delay (s)9.10.10.0 Lane LOSAA Approach Delay (s)9.10.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 17.4%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)016871276 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.993 Flt Protected0.997 Satd. Flow (prot)153600147513630 Flt Permitted0.997 Satd. Flow (perm)153600147513630 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)017951387 Shared Lane Traffic (%) Lane Group Flow (vph)1001021450 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 19.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)016871276 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)017951387 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume249141145 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol249141145 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7258931408 Direction, Lane #EB 1NB 1SB 1 Volume Total1101145 Volume Left070 Volume Right107 cSH89314081700 Volume to Capacity0.000.000.09 Queue Length 95th (ft)000 Control Delay (s)9.00.50.0 Lane LOSAA Approach Delay (s)9.00.50.0 Approach LOSA Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 19.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)011971253 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.997 Flt Protected Satd. Flow (prot)153600146413600 Flt Permitted Satd. Flow (perm)153600146413600 Link Speed (mph)303535 Link Distance (ft)237118202 Travel Time (s)5.42.33.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)0111051363 Shared Lane Traffic (%) Lane Group Flow (vph)1001061390 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)011971253 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0111051363 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume245138139 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol245138139 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7328981414 Direction, Lane #EB 1NB 1SB 1 Volume Total1107139 Volume Left010 Volume Right103 cSH89814141700 Volume to Capacity0.000.000.08 Queue Length 95th (ft)000 Control Delay (s)9.00.10.0 Lane LOSAA Approach Delay (s)9.00.10.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)3788142795 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.9020.982 Flt Protected0.9870.989 Satd. Flow (prot)141001450001386 Flt Permitted0.9870.989 Satd. Flow (perm)141001450001386 Link Speed (mph)303535 Link Distance (ft)328100118 Travel Time (s)7.51.92.3 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)20%20%30%20%20%40% Adj. Flow (vph)38961529103 Shared Lane Traffic (%) Lane Group Flow (vph)11011100132 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 23.2%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)3788142795 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)38961529103 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume265103111 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol265103111 tC, single (s)6.66.44.3 tC, 2 stage (s) tF (s)3.73.52.4 p0 queue free %1009998 cM capacity (veh/h)6729051374 Direction, Lane #WB 1NB 1SB 1 Volume Total11111133 Volume Left3029 Volume Right8150 cSH82017001374 Volume to Capacity0.010.070.02 Queue Length 95th (ft)102 Control Delay (s)9.50.01.8 Lane LOSAA Approach Delay (s)9.50.01.8 Approach LOSA Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 23.2%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)0210331881 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.996 Flt Protected0.991 Satd. Flow (prot)153601462001406 Flt Permitted0.991 Satd. Flow (perm)153601462001406 Link Speed (mph)303535 Link Distance (ft)326799100 Travel Time (s)7.415.61.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)0211232088 Shared Lane Traffic (%) Lane Group Flow (vph)2011500108 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 21.9%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)0210331881 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0211232088 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume241114115 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol241114115 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10010099 cM capacity (veh/h)7279261443 Direction, Lane #WB 1NB 1SB 1 Volume Total2115108 Volume Left0020 Volume Right230 cSH92617001443 Volume to Capacity0.000.070.01 Queue Length 95th (ft)001 Control Delay (s)8.90.01.5 Lane LOSAA Approach Delay (s)8.90.01.5 Approach LOSA Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 21.9%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)000633908339671 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)010000 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.8500.9960.998 Flt Protected0.9660.994 Satd. Flow (prot)017760015351404017510013680 Flt Permitted0.9660.994 Satd. Flow (perm)017760015351404017510013680 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)0007342090310731 Shared Lane Traffic (%) Lane Group Flow (vph)0000104209300840 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 20.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)000633908339671 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)0007342090310731 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume22918673185185927493 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol22918673185185927493 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %100100100991009510099 cM capacity (veh/h)67769497572469593114941368 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total010429384 Volume Left070010 Volume Right004231 cSH170071493114941368 Volume to Capacity0.000.010.050.000.01 Queue Length 95th (ft)01401 Control Delay (s)0.010.19.10.00.9 Lane LOSABAA Approach Delay (s)0.09.30.00.9 Approach LOSAA Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 20.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)001656125 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)1000 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)001761135 Shared Lane Traffic (%)0% Lane Group Flow (vph)001761135 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Projected Conditions w/Development MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)001656125 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)001761135 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0960 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0960 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %999899 cM capacity (veh/h)15138521034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total0176118 Volume Left017013 Volume Right0005 cSH1700151317001207 Volume to Capacity0.000.010.040.02 Queue Length 95th (ft)0101 Control Delay (s)0.07.40.09.1 Lane LOSAA Approach Delay (s)0.01.69.1 Approach LOSA Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)018314570000721215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0000000400 Storage Lanes01100011 Taper Length (ft)000100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)020315630000791316 Shared Lane Traffic (%) Lane Group Flow (vph)020315630000791316 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)12121212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.522.5 Total Split (%)25.0%25.0% Maximum Green (s)17.517.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.036.019.660.618.818.818.8 Actuated g/C Ratio0.400.400.220.670.210.210.21 v/c Ratio0.030.000.040.060.220.020.03 Control Delay22.40.08.03.128.624.90.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay22.40.08.03.128.624.90.1 LOSCAAACCA Approach Delay19.54.023.9 Approach LOSBAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 16.0Intersection LOS: B Intersection Capacity Utilization 29.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)11.510.523.012.022.010.522.522.523.0 Total Split (%)13%12%26%13%24%12%25%25%26% Maximum Green (s)6.54.016.57.017.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)22.522.511.510.523.012.022.0 Total Split (%)25.0%25.0%13%12%26%13%24% Maximum Green (s)17.517.56.54.016.57.017.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)24.724.78.66.112.012.421.2 90th %ile Term CodeCoordCoordGapGapGapCoordHold 70th %ile Green (s)28.728.77.55.910.216.519.9 70th %ile Term CodeCoordCoordGapGapGapCoordHold 50th %ile Green (s)31.431.46.85.88.919.319.1 50th %ile Term CodeCoordCoordGapGapGapCoordHold 30th %ile Green (s)34.134.16.25.67.622.018.3 30th %ile Term CodeCoordCoordGapGapGapCoordHold 10th %ile Green (s)61.161.10.00.00.049.16.3 10th %ile Term CodeCoordCoordSkipSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Projected Conditions w/Development Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.89.110.613.5 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.78.29.711.7 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.67.69.110.4 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.67.08.59.1 30th %ile Term CodeGapGapHoldHold 10th %ile Green (s)5.56.10.00.0 10th %ile Term CodeGapGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)2031563791316 v/c Ratio0.030.000.040.060.220.020.03 Control Delay22.40.08.03.128.624.90.1 Queue Delay0.00.00.00.00.00.00.0 Total Delay22.40.08.03.128.624.90.1 Queue Length 50th (ft)703173630 Queue Length 95th (ft)260113670100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)400 Base Capacity (vph)6906945181077383767493 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.030.000.030.060.210.020.03 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)018314570000721215 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)020315630000791316 RTOR Reduction (vph)0020000000013 Lane Group Flow (vph)02011563000079133 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)34.734.719.959.618.918.918.9 Effective Green, g (s)34.734.719.959.618.918.918.9 Actuated g/C Ratio0.390.390.220.660.210.210.21 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)6655183731048354708282 v/s Ratio Prot0.010.01c0.040.00 v/s Ratio Perm0.00c0.050.00 v/c Ratio0.030.000.040.060.220.020.01 Uniform Delay, d117.217.027.55.329.528.228.2 Progression Factor1.001.000.310.431.001.001.00 Incremental Delay, d20.10.00.00.00.30.00.0 Delay (s)17.317.08.52.329.828.228.2 Level of ServiceBBAACCC Approach Delay (s)17.23.50.029.4 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay18.4HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.14 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7820038153338330000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)0000 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.986 Satd. Flow (prot)150417760030081509047801509000 Flt Permitted0.9500.986 Satd. Flow (perm)150417760030081509047801509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)8980045182399936000 Shared Lane Traffic (%) Lane Group Flow (vph)8980045182013836000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)121200 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)22.022.0 Total Split (%)24.4%24.4% Maximum Green (s)17.017.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)39.158.817.017.019.719.7 Actuated g/C Ratio0.430.650.190.190.220.22 v/c Ratio0.010.080.080.370.130.07 Control Delay9.41.928.03.028.20.3 Queue Delay0.00.00.00.00.00.0 Total Delay9.41.928.03.028.20.3 LOSAACACA Approach Delay2.57.922.5 Approach LOSAAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 11.8Intersection LOS: B Intersection Capacity Utilization 29.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)11.522.510.523.012.010.522.522.523.0 Total Split (%)13%25%12%26%13%12%25%25%26% Maximum Green (s)6.517.54.016.57.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)22.022.011.522.510.523.012.010.5 Total Split (%)24.4%24.4%13%25%12%26%13%12% Maximum Green (s)17.017.06.517.54.016.57.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)21.221.28.624.76.112.012.45.8 90th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 70th %ile Green (s)19.919.97.528.75.910.216.55.7 70th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 50th %ile Green (s)19.119.16.831.45.88.919.35.6 50th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 30th %ile Green (s)18.318.36.234.15.67.622.05.6 30th %ile Term CodeHoldHoldGapCoordGapGapCoordGap 10th %ile Green (s)6.36.30.061.10.00.049.15.5 10th %ile Term CodeGapGapSkipCoordSkipSkipCoordGap Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 38 EXHIBIT C Projected Conditions w/Development Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)9.110.613.5 90th %ile Term CodeGapHoldHold 70th %ile Green (s)8.29.711.7 70th %ile Term CodeGapHoldHold 50th %ile Green (s)7.69.110.4 50th %ile Term CodeGapHoldHold 30th %ile Green (s)7.08.59.1 30th %ile Term CodeGapHoldHold 10th %ile Green (s)6.10.00.0 10th %ile Term CodeGapSkipSkip Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 39 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)8984518213836 v/c Ratio0.010.080.080.370.130.07 Control Delay9.41.928.03.028.20.3 Queue Delay0.00.00.00.00.00.0 Total Delay9.41.928.03.028.20.3 Queue Length 50th (ft)18110230 Queue Length 95th (ft)49234360 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)78312036385251048519 Starvation Cap Reductn000000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.010.080.070.350.130.07 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 40 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)7820038153338330000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150947801509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150947801509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)8980045182399936000 RTOR Reduction (vph)000001480028000 Lane Group Flow (vph)89800453401388000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)36.858.817.017.019.719.7 Effective Green, g (s)36.858.817.017.019.719.7 Actuated g/C Ratio0.410.650.190.190.220.22 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)61411605682851046330 v/s Ratio Prot0.01c0.060.01 v/s Ratio Permc0.020.030.01 v/c Ratio0.010.080.080.120.130.02 Uniform Delay, d115.85.730.130.328.327.6 Progression Factor0.490.291.001.001.001.00 Incremental Delay, d20.00.00.10.20.10.0 Delay (s)7.81.730.130.528.327.6 Level of ServiceAACCCC Approach Delay (s)2.230.428.20.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay23.7HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.15 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization29.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 41 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15789622479745872253562143 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)19002403502106002500 Storage Lanes10111110 Taper Length (ft)100100100100 Lane Util. Factor1.000.950.951.000.951.001.000.950.951.000.950.95 Frt0.9890.8500.8940.899 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)168732530157033741509144426000150424350 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)168732530157033741509144426000150424350 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)122015847 Link Speed (mph)45453535 Link Distance (ft)18599381195794 Travel Time (s)28.214.223.315.5 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Adj. Flow (vph)16858672686649952458612347 Shared Lane Traffic (%) Lane Group Flow (vph)16925026866499582061700 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)75602525 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121211111 Detector Template LeftThruLeftThruRightLeftLeft Leading Detector (ft)40150401504040404040 Trailing Detector (ft)000000000 Detector 1 Position(ft)000000000 Detector 1 Size(ft)4064064040404040 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)144144 Detector 2 Size(ft)66 Detector 2 TypeCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.0 Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 5:00 pm 3/12/2016 Synchro 8 Report Page 1 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase743885216 Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.010.021.49.621.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%15.4%32.9%14.8%32.3% Maximum Green (s)4.018.04.018.018.05.516.95.116.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0 Total Lost Time (s)6.06.06.06.06.04.54.54.54.5 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 Act Effct Green (s)4.124.34.124.324.35.66.55.26.2 Actuated g/C Ratio0.090.540.090.540.540.130.150.120.14 v/c Ratio0.100.520.180.470.050.530.190.350.18 Control Delay23.513.625.112.50.135.610.627.411.6 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay23.513.625.112.50.135.610.627.411.6 LOSCBCBADBCB Approach Delay13.812.224.019.0 Approach LOSBBCB Intersection Summary Area Type:Other Cycle Length: 65 Actuated Cycle Length: 44.7 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.2Intersection LOS: B Intersection Capacity Utilization 44.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: 16th St & Fairmont 5:00 pm 3/12/2016 Synchro 8 Report Page 2 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Protected Phases74385216 Permitted Phases8 Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)10.022.010.022.022.08.520.58.520.5 Total Split (s)10.024.010.024.024.010.021.49.621.0 Total Split (%)15.4%36.9%15.4%36.9%36.9%15.4%32.9%14.8%32.3% Maximum Green (s)4.018.04.018.018.05.516.95.116.5 Yellow Time (s)4.54.54.54.54.53.53.53.53.5 All-Red Time (s)1.51.51.51.51.51.01.01.01.0 Lead/LagLeadLagLeadLagLagLeadLagLeadLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.00.0 Recall ModeNoneMinNoneMinMinNoneNoneNoneNone Walk Time (s)5.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.0 Pedestrian Calls (#/hr)00000 90th %ile Green (s)4.018.04.018.018.05.58.15.17.7 90th %ile Term CodeMaxMaxMaxMaxMaxMaxHoldMaxGap 70th %ile Green (s)0.018.00.018.018.05.57.15.16.7 70th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldMaxGap 50th %ile Green (s)0.018.00.018.018.05.56.25.15.8 50th %ile Term CodeSkipMaxSkipMaxMaxMaxHoldMaxGap 30th %ile Green (s)0.022.90.022.922.95.55.50.00.0 30th %ile Term CodeSkipDwellSkipDwellDwellMaxHoldSkipSkip 10th %ile Green (s)0.033.00.033.033.00.00.00.00.0 10th %ile Term CodeSkipDwellSkipDwellDwellSkipSkipSkipSkip Intersection Summary Cycle Length: 65 Actuated Cycle Length: 44.7 Control Type: Actuated-Uncoordinated 90th %ile Actuated Cycle: 56.2 70th %ile Actuated Cycle: 45.2 50th %ile Actuated Cycle: 44.3 30th %ile Actuated Cycle: 38.9 10th %ile Actuated Cycle: 39 5:00 pm 3/12/2016 Synchro 8 Report Page 3 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBLWBTWBRNBLNBTSBLSBT Lane Group Flow (vph)16925268664995826170 v/c Ratio0.100.520.180.470.050.530.190.350.18 Control Delay23.513.625.112.50.135.610.627.411.6 Queue Delay0.00.00.00.00.00.00.00.00.0 Total Delay23.513.625.112.50.135.610.627.411.6 Queue Length 50th (ft)4946860232152 Queue Length 95th (ft)21#25529#2240#9520#5818 Internal Link Dist (ft)17798581115714 Turn Bay Length (ft)190240350210250 Base Capacity (vph)153177014218319101801036174944 Starvation Cap Reductn000000000 Spillback Cap Reductn000000000 Storage Cap Reductn000000000 Reduced v/c Ratio0.100.520.180.470.050.530.080.350.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5:00 pm 3/12/2016 Synchro 8 Report Page 4 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)15789622479745872253562143 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.04.54.54.54.5 Lane Util. Factor1.000.951.000.951.001.000.951.000.95 Frt1.000.991.001.000.851.000.891.000.90 Flt Protected0.951.000.951.001.000.951.000.951.00 Satd. Flow (prot)168732531570337415091444259915042436 Flt Permitted0.951.000.951.001.000.951.000.951.00 Satd. Flow (perm)168732531570337415091444259915042436 Peak-hour factor, PHF0.920.920.920.920.920.920.920.920.920.920.920.92 Adj. Flow (vph)16858672686649952458612347 RTOR Reduction (vph)070002805200440 Lane Group Flow (vph)16918026866219530061260 Heavy Vehicles (%)7%7%45%15%7%7%25%10%30%20%40%30% Turn TypeProtNAProtNAPermProtNAProtNA Protected Phases74385216 Permitted Phases8 Actuated Green, G (s)0.622.90.622.922.94.35.22.93.8 Effective Green, g (s)0.622.90.622.922.94.35.22.93.8 Actuated g/C Ratio0.010.440.010.440.440.080.100.060.07 Clearance Time (s)6.06.06.06.06.04.54.54.54.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)19141617146865611825682175 v/s Ratio Prot0.01c0.28c0.020.26c0.07c0.010.040.01 v/s Ratio Perm0.01 v/c Ratio0.840.651.530.590.030.810.120.740.15 Uniform Delay, d126.011.726.011.38.523.721.624.522.9 Progression Factor1.001.001.001.001.001.001.001.001.00 Incremental Delay, d2131.71.0414.20.60.031.50.230.10.4 Delay (s)157.712.7440.211.98.555.321.854.623.3 Level of ServiceFBFBAECDC Approach Delay (s)15.223.639.837.9 Approach LOSBCDD Intersection Summary HCM 2000 Control Delay22.1HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.63 Actuated Cycle Length (s) 52.6Sum of lost time (s)21.0 Intersection Capacity Utilization44.0%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 5 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)400155994 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.995 Flt Protected0.950 Satd. Flow (prot)168700146213620 Flt Permitted0.950 Satd. Flow (perm)168700146213620 Link Speed (mph)303535 Link Distance (ft)58190111 Travel Time (s)13.21.82.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)4001681084 Shared Lane Traffic (%) Lane Group Flow (vph)4001681120 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.2%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 6 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)400155994 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)4001681084 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1306 pX, platoon unblocked vC, conflicting volume278110112 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol278110112 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %99100100 cM capacity (veh/h)7019301447 Direction, Lane #EB 1NB 1SB 1 Volume Total4168112 Volume Left400 Volume Right004 cSH70114471700 Volume to Capacity0.010.000.07 Queue Length 95th (ft)000 Control Delay (s)10.20.00.0 Lane LOSB Approach Delay (s)10.20.00.0 Approach LOSB Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 18.2%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 7 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)63012321094 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8890.998 Flt Protected0.9910.995 Satd. Flow (prot)139501460001369 Flt Permitted0.9910.995 Satd. Flow (perm)139501460001369 Link Speed (mph)303535 Link Distance (ft)3316090 Travel Time (s)7.51.21.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)20%20%30%20%20%40% Adj. Flow (vph)733134211102 Shared Lane Traffic (%) Lane Group Flow (vph)40013600113 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 23.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 8 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)63012321094 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)733134211102 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume259135136 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol259135136 tC, single (s)6.66.44.3 tC, 2 stage (s) tF (s)3.73.52.4 p0 queue free %999699 cM capacity (veh/h)6878681345 Direction, Lane #WB 1NB 1SB 1 Volume Total39136113 Volume Left7011 Volume Right3320 cSH83217001345 Volume to Capacity0.050.080.01 Queue Length 95th (ft)401 Control Delay (s)9.50.00.8 Lane LOSAA Approach Delay (s)9.50.00.8 Approach LOSA Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 23.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 9 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)200124992 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.998 Flt Protected0.950 Satd. Flow (prot)168700146213600 Flt Permitted0.950 Satd. Flow (perm)168700146213600 Link Speed (mph)303535 Link Distance (ft)23711060 Travel Time (s)5.42.11.2 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)2001351082 Shared Lane Traffic (%) Lane Group Flow (vph)2001351100 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 10 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)200124992 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)2001351082 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume243109110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol243109110 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7349321450 Direction, Lane #EB 1NB 1SB 1 Volume Total2135110 Volume Left200 Volume Right002 cSH73414501700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)9.90.00.0 Lane LOSA Approach Delay (s)9.90.00.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 16.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 11 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)010125992 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.8650.998 Flt Protected Satd. Flow (prot)153600146213600 Flt Permitted Satd. Flow (perm)153600146213600 Link Speed (mph)303535 Link Distance (ft)235130110 Travel Time (s)5.32.52.1 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)0101361082 Shared Lane Traffic (%) Lane Group Flow (vph)1001361100 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.6%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 12 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)010125992 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0101361082 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume245109110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol245109110 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7339321450 Direction, Lane #EB 1NB 1SB 1 Volume Total1136110 Volume Left000 Volume Right102 cSH93214501700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)8.90.00.0 Lane LOSA Approach Delay (s)8.90.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 16.6%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 13 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)000126970 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)233202130 Travel Time (s)5.33.92.5 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)0001371050 Shared Lane Traffic (%) Lane Group Flow (vph)0001371050 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 10.0%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 14 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)000126970 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0001371050 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume242105105 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol242105105 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7359351455 Direction, Lane #EB 1NB 1SB 1 Volume Total0137105 Volume Left000 Volume Right000 cSH170014551700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 10.0%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 15 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)0001271010 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt Flt Protected Satd. Flow (prot)177600146213570 Flt Permitted Satd. Flow (perm)177600146213570 Link Speed (mph)303535 Link Distance (ft)237118202 Travel Time (s)5.42.33.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%30%40%7% Adj. Flow (vph)0001381100 Shared Lane Traffic (%) Lane Group Flow (vph)0001381100 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159159 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 10.0%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 16 EXHIBIT C Projected Conditions w/Development MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)0001271010 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0001381100 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume248110110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol248110110 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %100100100 cM capacity (veh/h)7309301450 Direction, Lane #EB 1NB 1SB 1 Volume Total0138110 Volume Left000 Volume Right000 cSH170014501700 Volume to Capacity0.000.000.06 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 10.0%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 17 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)1020913693 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.9100.996 Flt Protected0.9840.997 Satd. Flow (prot)141801459001366 Flt Permitted0.9840.997 Satd. Flow (perm)141801459001366 Link Speed (mph)303535 Link Distance (ft)328100118 Travel Time (s)7.51.92.3 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)20%20%30%20%20%40% Adj. Flow (vph)11229937101 Shared Lane Traffic (%) Lane Group Flow (vph)33010200108 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 19.8%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 18 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)1020913693 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)11229937101 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume215101102 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol215101102 tC, single (s)6.66.44.3 tC, 2 stage (s) tF (s)3.73.52.4 p0 queue free %9998100 cM capacity (veh/h)7329081385 Direction, Lane #WB 1NB 1SB 1 Volume Total33102108 Volume Left1107 Volume Right2230 cSH84017001385 Volume to Capacity0.040.060.00 Queue Length 95th (ft)300 Control Delay (s)9.50.00.5 Lane LOSAA Approach Delay (s)9.50.00.5 Approach LOSA Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 19.8%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 19 EXHIBIT C Projected Conditions w/Development Lane GroupWBLWBRNBTNBRSBLSBT Lane Configurations Volume (vph)0139404100 Ideal Flow (vphpl)190019001900190019001900 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.998 Satd. Flow (prot)153601462001366 Flt Permitted0.998 Satd. Flow (perm)153601462001366 Link Speed (mph)303535 Link Distance (ft)326799100 Travel Time (s)7.415.61.9 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)7%7%30%7%7%40% Adj. Flow (vph)01410204109 Shared Lane Traffic (%) Lane Group Flow (vph)14010200113 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftRightLeftLeft Median Width(ft)1200 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)159915 Sign ControlStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.5%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 20 EXHIBIT C Projected Conditions w/Development MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)0139404100 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)01410204109 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume220102102 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol220102102 tC, single (s)6.56.34.2 tC, 2 stage (s) tF (s)3.63.42.3 p0 queue free %10098100 cM capacity (veh/h)7559391459 Direction, Lane #WB 1NB 1SB 1 Volume Total14102113 Volume Left004 Volume Right1400 cSH93917001459 Volume to Capacity0.020.060.00 Queue Length 95th (ft)100 Control Delay (s)8.90.00.3 Lane LOSAA Approach Delay (s)8.90.00.3 Approach LOSA Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 18.5%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 21 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)821306078520821 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0015000000 Storage Lanes00110000 Taper Length (ft)010000 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.9890.8500.9920.999 Flt Protected0.9640.9500.990 Satd. Flow (prot)016930014441404017320013740 Flt Permitted0.9640.9500.990 Satd. Flow (perm)016930014441404017320013740 Link Speed (mph)30303535 Link Distance (ft)3866042130799 Travel Time (s)8.813.741.515.6 Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Heavy Vehicles (%)7%7%7%25%7%15%7%7%40%25%40%7% Adj. Flow (vph)921307085522891 Shared Lane Traffic (%) Lane Group Flow (vph)0120037090001120 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Sign ControlStopStopFreeFree Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 26.1%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 22 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)821306078520821 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)921307085522891 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume22722390223221889090 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol22722390223221889090 tC, single (s)7.26.66.37.36.66.44.24.3 tC, 2 stage (s) tF (s)3.64.13.43.74.13.42.32.4 p0 queue free %991001001001009910098 cM capacity (veh/h)70465695567665893614741372 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total123790112 Volume Left930022 Volume Right10751 cSH71267693614741372 Volume to Capacity0.020.000.010.000.02 Queue Length 95th (ft)10101 Control Delay (s)10.110.48.90.01.6 Lane LOSBBAA Approach Delay (s)10.19.40.01.6 Approach LOSBA Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 26.1%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 23 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)002201112 Ideal Flow (vphpl)190019001900190019001900 Storage Length (ft)01500250 Storage Lanes1111 Taper Length (ft)1000 Lane Util. Factor1.001.001.001.001.001.00 Frt0.850 Flt Protected0.9500.950 Satd. Flow (prot)015831504146215041346 Flt Permitted0.9500.950 Satd. Flow (perm)015831504146215041346 Link Speed (mph)353530 Link Distance (ft)384521430 Travel Time (s)7.510.19.8 Peak Hour Factor0.920.920.920.920.920.92 Heavy Vehicles (%)40%20%20%30%20%20% Adj. Flow (vph)002221213 Shared Lane Traffic (%)0% Lane Group Flow (vph)002221213 Enter Blocked IntersectionNoNoNoNoNoNo Lane AlignmentLeftRightLeftLeftLeftRight Median Width(ft)121212 Link Offset(ft)000 Crosswalk Width(ft)161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.00 Turning Speed (mph)915159 Sign ControlFreeFreeStop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 5:00 pm 3/12/2016 Synchro 8 Report Page 24 EXHIBIT C Projected Conditions w/Development MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)002201112 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)002221213 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)10 Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume0260 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol0260 tC, single (s)4.36.66.4 tC, 2 stage (s) tF (s)2.43.73.5 p0 queue free %1009999 cM capacity (veh/h)15139441034 Direction, Lane #EB 1WB 1WB 2NB 1 Volume Total022225 Volume Left02012 Volume Right00013 cSH1700151317001973 Volume to Capacity0.000.000.010.01 Queue Length 95th (ft)0001 Control Delay (s)0.07.40.08.7 Lane LOSAA Approach Delay (s)0.00.78.7 Approach LOSA Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min)15 5:00 pm 3/12/2016 Synchro 8 Report Page 25 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0331826170000200135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)0000000400 Storage Lanes01100011 Taper Length (ft)000100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017271346168715830000168733741346 Flt Permitted0.9500.950 Satd. Flow (perm)017271346168715830000168733741346 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)315269660420 Travel Time (s)7.26.115.09.5 Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Adj. Flow (vph)0362029190000220145 Shared Lane Traffic (%) Lane Group Flow (vph)0362029190000220145 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)12121212 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 2112121 Detector Template ThruRightLeftThruLeftThruRight Leading Detector (ft)10020201002010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)62020620620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 5:00 pm 3/12/2016 Synchro 8 Report Page 26 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases13456781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 27 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase221 111 11 24 34 34 3 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)23.523.5 Total Split (%)26.1%26.1% Maximum Green (s)18.518.5 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeC-MinC-Min Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)36.036.013.551.525.725.725.7 Actuated g/C Ratio0.400.400.150.570.290.290.29 v/c Ratio0.050.030.110.020.460.010.01 Control Delay21.80.17.03.629.622.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.17.03.629.622.30.0 LOSCAAACCA Approach Delay14.15.628.5 Approach LOSBAC Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 23.0Intersection LOS: C Intersection Capacity Utilization 31.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Wharton Weems & SH146 SBFR 5:00 pm 3/12/2016 Synchro 8 Report Page 28 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø3ø4ø5ø6ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.010.522.59.021.010.522.59.09.0 Total Split (s)10.510.523.013.021.010.522.522.523.0 Total Split (%)12%12%26%14%23%12%25%25%26% Maximum Green (s)5.54.016.58.016.04.016.017.518.0 Yellow Time (s)3.54.54.53.53.54.54.53.53.5 All-Red Time (s)1.52.02.01.51.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 29 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTSBLSBTSBRø1ø3ø4ø5ø6 Protected Phases21 111 11 24 313456 Permitted Phases24 34 3 Minimum Initial (s)4.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.010.522.59.021.0 Total Split (s)23.523.510.510.523.013.021.0 Total Split (%)26.1%26.1%12%12%26%14%23% Maximum Green (s)18.518.55.54.016.58.016.0 Yellow Time (s)3.53.53.54.54.53.53.5 All-Red Time (s)1.51.51.52.02.01.51.5 Lead/LagLagLeadLag Lead-Lag Optimize?YesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.0 Recall ModeC-MinC-MinNoneNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)27.327.35.54.016.515.216.0 90th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 70th %ile Green (s)27.827.85.54.016.515.716.0 70th %ile Term CodeCoordCoordMaxMaxMaxCoordHold 50th %ile Green (s)28.228.25.55.614.916.217.6 50th %ile Term CodeCoordCoordMaxMaxGapCoordHold 30th %ile Green (s)40.640.60.06.212.828.67.7 30th %ile Term CodeCoordCoordSkipGapGapCoordHold 10th %ile Green (s)56.356.30.05.99.856.37.4 10th %ile Term CodeCoordCoordSkipGapGapCoordHold Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 30 EXHIBIT C Projected Conditions w/Development Lane Groupø7ø8ø11ø15 Protected Phases781115 Permitted Phases Minimum Initial (s)4.04.04.04.0 Minimum Split (s)10.522.59.09.0 Total Split (s)10.522.522.523.0 Total Split (%)12%25%25%26% Maximum Green (s)4.016.017.518.0 Yellow Time (s)4.54.53.53.5 All-Red Time (s)2.02.01.51.5 Lead/LagLead Lead-Lag Optimize?Yes Vehicle Extension (s)3.03.03.03.0 Minimum Gap (s)3.03.03.03.0 Time Before Reduce (s)0.00.00.00.0 Time To Reduce (s)0.00.00.00.0 Recall ModeNoneNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)5.67.28.718.0 90th %ile Term CodeGapGapHoldHold 70th %ile Green (s)5.66.78.218.0 70th %ile Term CodeGapGapHoldHold 50th %ile Green (s)5.56.37.816.4 50th %ile Term CodeGapGapHoldHold 30th %ile Green (s)5.55.90.014.3 30th %ile Term CodeGapGapSkipHold 10th %ile Green (s)0.00.00.011.3 10th %ile Term CodeSkipSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 31 EXHIBIT C Projected Conditions w/Development Lane GroupEBTEBRWBLWBTSBLSBTSBR Lane Group Flow (vph)36202919220145 v/c Ratio0.050.030.110.020.460.010.01 Control Delay21.80.17.03.629.622.30.0 Queue Delay0.00.00.00.00.00.00.0 Total Delay21.80.17.03.629.622.30.0 Queue Length 50th (ft)14013210030 Queue Length 95th (ft)37010167100 Internal Link Dist (ft)235189340 Turn Bay Length (ft)400 Base Capacity (vph)691695446927453907539 Starvation Cap Reductn0000000 Spillback Cap Reductn0000000 Storage Cap Reductn0000000 Reduced v/c Ratio0.050.030.070.020.490.020.01 Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 32 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0331826170000200135 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.56.5 Lane Util. Factor1.001.001.001.001.000.951.00 Frt1.000.851.001.001.001.000.85 Flt Protected1.001.000.951.000.951.001.00 Satd. Flow (prot)1727134616871583168733741346 Flt Permitted1.001.000.951.000.951.001.00 Satd. Flow (perm)1727134616871583168733741346 Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91 Adj. Flow (vph)0362029190000220145 RTOR Reduction (vph)0013000000004 Lane Group Flow (vph)036729190000220141 Heavy Vehicles (%)20%10%20%7%20%7%7%7%7%7%7%20% Turn TypeNAPermProtNAPermNAPerm Protected Phases21 111 11 24 3 Permitted Phases24 34 3 Actuated Green, G (s)32.832.815.052.825.725.725.7 Effective Green, g (s)32.832.815.052.825.725.725.7 Actuated g/C Ratio0.360.360.170.590.290.290.29 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)629490281928481963384 v/s Ratio Protc0.02c0.020.010.00 v/s Ratio Perm0.01c0.130.00 v/c Ratio0.060.010.100.020.460.010.00 Uniform Delay, d118.618.331.87.826.423.123.0 Progression Factor1.001.000.200.421.001.001.00 Incremental Delay, d20.20.10.20.00.70.00.0 Delay (s)18.718.36.63.327.123.123.0 Level of ServiceBBAACCC Approach Delay (s)18.65.30.026.8 Approach LOSBAAC Intersection Summary HCM 2000 Control Delay22.4HCM 2000 Level of ServiceC HCM 2000 Volume to Capacity ratio0.28 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.8%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 33 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)2021400385864121000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)00070020000 Storage Lanes10010100 Taper Length (ft)0000 Lane Util. Factor1.001.001.001.000.951.000.910.911.001.001.001.00 Frt0.8500.850 Flt Protected0.9500.994 Satd. Flow (prot)150417760030081509048191509000 Flt Permitted0.9500.994 Satd. Flow (perm)150417760030081509048191509000 Right Turn on RedYesYesYesYes Satd. Flow (RTOR)261242 Link Speed (mph)30303030 Link Distance (ft)269387621983 Travel Time (s)6.18.814.122.3 Peak Hour Factor0.840.840.840.840.840.840.840.840.840.840.840.84 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Adj. Flow (vph)2425500456974925000 Shared Lane Traffic (%) Lane Group Flow (vph)2425500456905625000 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)121200 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 1221121 Detector Template LeftThruThruRightLeftThruRight Leading Detector (ft)20100100202010020 Trailing Detector (ft)0000000 Detector 1 Position(ft)0000000 Detector 1 Size(ft)20662020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.0 Detector 2 Position(ft)949494 Detector 2 Size(ft)666 Detector 2 TypeCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.0 Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 5:00 pm 3/12/2016 Synchro 8 Report Page 34 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases12345781115 Permitted Phases 5:00 pm 3/12/2016 Synchro 8 Report Page 35 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Detector Phase15 515 5 6668 78 78 7 Switch Phase Minimum Initial (s)4.04.0 Minimum Split (s)21.021.0 Total Split (s)21.021.0 Total Split (%)23.3%23.3% Maximum Green (s)16.016.0 Yellow Time (s)3.53.5 All-Red Time (s)1.51.5 Lost Time Adjust (s)0.00.0 Total Lost Time (s)5.05.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.0 Recall ModeNoneNone Walk Time (s)5.05.0 Flash Dont Walk (s)11.011.0 Pedestrian Calls (#/hr)00 Act Effct Green (s)47.065.912.912.916.016.0 Actuated g/C Ratio0.520.730.140.140.180.18 v/c Ratio0.030.200.100.160.070.05 Control Delay11.21.432.10.828.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay11.21.632.10.828.80.2 LOSBACACA Approach Delay2.413.120.0 Approach LOSABB Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 8.0Intersection LOS: A Intersection Capacity Utilization 31.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: SH146 NBFR & Wharton Weems 5:00 pm 3/12/2016 Synchro 8 Report Page 36 EXHIBIT C Projected Conditions w/Development Lane Groupø1ø2ø3ø4ø5ø7ø8ø11ø15 Detector Phase Switch Phase Minimum Initial (s)4.04.04.04.04.04.04.04.04.0 Minimum Split (s)9.021.010.522.59.010.522.59.09.0 Total Split (s)10.523.510.523.013.010.522.522.523.0 Total Split (%)12%26%12%26%14%12%25%25%26% Maximum Green (s)5.518.54.016.58.04.016.017.518.0 Yellow Time (s)3.53.54.54.53.54.54.53.53.5 All-Red Time (s)1.51.52.02.01.52.02.01.51.5 Lost Time Adjust (s) Total Lost Time (s) Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0 Recall ModeNoneC-MinNoneNoneNoneNoneNoneNoneNone Walk Time (s)5.05.05.0 Flash Dont Walk (s)11.011.011.0 Pedestrian Calls (#/hr)000 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 37 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBTWBRNBTNBRø1ø2ø3ø4ø5ø7 Protected Phases15 515 5 668 7123457 Permitted Phases68 7 Minimum Initial (s)4.04.04.04.04.04.04.04.0 Minimum Split (s)21.021.09.021.010.522.59.010.5 Total Split (s)21.021.010.523.510.523.013.010.5 Total Split (%)23.3%23.3%12%26%12%26%14%12% Maximum Green (s)16.016.05.518.54.016.58.04.0 Yellow Time (s)3.53.53.53.54.54.53.54.5 All-Red Time (s)1.51.51.51.52.02.01.52.0 Lead/LagLagLeadLagLead Lead-Lag Optimize?YesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.0 Minimum Gap (s)3.03.03.03.03.03.03.03.0 Time Before Reduce (s)0.00.00.00.00.00.00.00.0 Time To Reduce (s)0.00.00.00.00.00.00.00.0 Recall ModeNoneNoneNoneC-MinNoneNoneNoneNone Walk Time (s)5.05.05.05.0 Flash Dont Walk (s)11.011.011.011.0 Pedestrian Calls (#/hr)0000 90th %ile Green (s)16.016.05.527.34.016.515.25.6 90th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 70th %ile Green (s)16.016.05.527.84.016.515.75.6 70th %ile Term CodeHoldHoldMaxCoordMaxMaxCoordGap 50th %ile Green (s)17.617.65.528.25.614.916.25.5 50th %ile Term CodeHoldHoldMaxCoordMaxGapCoordGap 30th %ile Green (s)7.77.70.040.66.212.828.65.5 30th %ile Term CodeHoldHoldSkipCoordGapGapCoordGap 10th %ile Green (s)7.47.40.056.35.99.856.30.0 10th %ile Term CodeHoldHoldSkipCoordGapGapCoordSkip Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44%), Referenced to phase 2:EBWB, Start of Green Control Type: Actuated-Coordinated 5:00 pm 3/12/2016 Synchro 8 Report Page 38 EXHIBIT C Projected Conditions w/Development Lane Groupø8ø11ø15 Protected Phases81115 Permitted Phases Minimum Initial (s)4.04.04.0 Minimum Split (s)22.59.09.0 Total Split (s)22.522.523.0 Total Split (%)25%25%26% Maximum Green (s)16.017.518.0 Yellow Time (s)4.53.53.5 All-Red Time (s)2.01.51.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.03.03.0 Minimum Gap (s)3.03.03.0 Time Before Reduce (s)0.00.00.0 Time To Reduce (s)0.00.00.0 Recall ModeNoneNoneNone Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 90th %ile Green (s)7.28.718.0 90th %ile Term CodeGapHoldHold 70th %ile Green (s)6.78.218.0 70th %ile Term CodeGapHoldHold 50th %ile Green (s)6.37.816.4 50th %ile Term CodeGapHoldHold 30th %ile Green (s)5.90.014.3 30th %ile Term CodeGapSkipHold 10th %ile Green (s)0.00.011.3 10th %ile Term CodeSkipSkipHold Intersection Summary 5:00 pm 3/12/2016 Synchro 8 Report Page 39 EXHIBIT C Projected Conditions w/Development Lane GroupEBLEBTWBTWBRNBTNBR Lane Group Flow (vph)2425545695625 v/c Ratio0.030.200.100.160.070.05 Control Delay11.21.432.10.828.80.2 Queue Delay0.00.20.00.00.00.0 Total Delay11.21.632.10.828.80.2 Queue Length 50th (ft)31811090 Queue Length 95th (ft)m1111240190 Internal Link Dist (ft)189307541 Turn Bay Length (ft)70200 Base Capacity (vph)8251315545487966496 Starvation Cap Reductn04730000 Spillback Cap Reductn000000 Storage Cap Reductn000000 Reduced v/c Ratio0.030.300.080.140.060.05 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 5:00 pm 3/12/2016 Synchro 8 Report Page 40 EXHIBIT C Projected Conditions w/Development MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)2021400385864121000 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.05.05.05.06.56.5 Lane Util. Factor1.001.000.951.000.911.00 Frt1.001.001.000.851.000.85 Flt Protected0.951.001.001.000.991.00 Satd. Flow (prot)150417763008150948181509 Flt Permitted0.951.001.001.000.991.00 Satd. Flow (perm)150417763008150948181509 Peak-hour factor, PHF0.840.840.840.840.840.840.840.840.840.840.840.84 Adj. Flow (vph)2425500456974925000 RTOR Reduction (vph)00000580021000 Lane Group Flow (vph)242550045110564000 Heavy Vehicles (%)20%7%7%7%20%7%7%7%7%7%7%7% Turn TypeProtNANAPermPermNAPerm Protected Phases15 515 5 668 7 Permitted Phases68 78 7 Actuated Green, G (s)42.562.414.914.916.116.1 Effective Green, g (s)42.562.414.914.916.116.1 Actuated g/C Ratio0.470.690.170.170.180.18 Clearance Time (s)5.05.0 Vehicle Extension (s)3.03.0 Lane Grp Cap (vph)7101231497249861269 v/s Ratio Prot0.02c0.140.01 v/s Ratio Perm0.010.010.00 v/c Ratio0.030.210.090.050.070.02 Uniform Delay, d112.74.931.831.630.730.4 Progression Factor0.740.191.001.001.001.00 Incremental Delay, d20.00.10.10.10.00.0 Delay (s)9.51.031.931.630.730.5 Level of ServiceAACCCC Approach Delay (s)1.831.730.60.0 Approach LOSACCA Intersection Summary HCM 2000 Control Delay13.9HCM 2000 Level of ServiceB HCM 2000 Volume to Capacity ratio0.26 Actuated Cycle Length (s) 90.0Sum of lost time (s)36.0 Intersection Capacity Utilization31.8%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group 5:00 pm 3/12/2016 Synchro 8 Report Page 41 EXHIBIT C APPENDIX E SITE, ROADWAY & INTERSECTION PHOTOGRAPHS Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Photograph Date: 3/8/2016 Photograph 1. Northbound S. 16 Street, th Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Photograph Date: 3/8/2016 Photograph 2. Northbound S. 16 Street, th Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Photograph Date: 3/8/2016 Photograph 3. Southbound S. 16 Street, th Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT C Photograph Date: 3/8/2016 Photograph 4. Southbound S. 16 Street, th North Voigt Associates, Inc. Project 30605 GCP 16 Street Traffic Impact Analysis th March 2016 Prepared for Generational Commercial EXHIBIT D SITE 04/06/2016 EXHIBIT D EXHIBIT D 13-Acre GCP Site EXHIBIT D EXHIBIT D EXHIBIT D EXHIBIT D PC_NULT_66AC GCP_0% GCP_100% North Pond EXHIBIT D EXHIBIT D EXHIBIT D EXHIBIT D EXHIBIT D \[TITLE\] ;;Project Title/Notes Port Crossing Detention System \[OPTIONS\] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE LINK_OFFSETS ELEVATION MIN_SLOPE 0 ALLOW_PONDING YES SKIP_STEADY_STATE NO START_DATE 06/01/2007 START_TIME 00:00:00 REPORT_START_DATE 06/01/2007 REPORT_START_TIME 00:00:00 END_DATE 06/04/2007 END_TIME 02:45:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 \[EVAPORATION\] ;;Evap Data Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO \[JUNCTIONS\] ;;Junction Invert Dmax Dinit Dsurch Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- NorthOut 7.52 8.48 0 0 0 ;At South Basin Outfall Channel SouthOut 2.5 10.5 0 0 0 Export_US 6.55 9 0 0 0 Export_DS 6.66 9 0 0 0 WWeems_US 3.70 10 0 0 0 WWeems_DS 3.62 10 0 0 0 Central 5.7 9.3 0 0 0 \[OUTFALLS\] ;;Outfall Invert Type Stage Data Gated ;;-------------- ---------- ---------- ---------------- -------- ;Channel at SH146 SH146 2.3 NORMAL NO \[STORAGE\] ;;Storage Node Invert Dmax Dinit Curve Name/Params Aponded Fevap SeepRate ;;-------------- -------- -------- --------- ---------- ---------------------------- -------- -------- -------- North_Basin 7.5 8.3 0 TABULAR North_Revised 0 0 0 South_Basin 2.7 10.7 0 TABULAR South 0 0 0 \[CONDUITS\] ;;Conduit From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- N_Outfall North_Basin NorthOut 90 0.015 7.56 7.52 0 0 Outfall SouthOut SH146 50 0.05 * * 0 0 ;South Basin Outfall Culvert S_Outfall South_Basin SouthOut 84 0.015 * * 0 0 N_Channel NorthOut Export_US 806 0.04 * * 0 0 Export_Culvert Export_US Export_DS 74 0.015 * * 0 0 WWeems_Culvert WWeems_US WWeems_DS 110 0.015 * * 0 0 EXHIBIT D \[CONDUITS\] - continued ;;Conduit From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- C_Channel1 Export_DS Central 1282 0.04 * * 0 0 C_Channel2 Central WWeems_US 1327 0.04 * * 0 0 S_Channel WWeems_DS South_Basin 528 0.01 * * 0 0 \[XSECTIONS\] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- N_Outfall RECT_CLOSED 3 3 0 0 1 11 Outfall IRREGULAR OutfallChannel 0 0 0 1 S_Outfall RECT_CLOSED 6 6 0 0 1 11 N_Channel IRREGULAR North 0 0 0 1 Export_Culvert RECT_CLOSED 4 12 0 0 1 14 WWeems_Culvert RECT_CLOSED 6 12 0 0 3 23 C_Channel1 IRREGULAR Central1 0 0 0 1 C_Channel2 IRREGULAR Central2 0 0 0 1 S_Channel IRREGULAR South1 0 0 0 1 \[TRANSECTS\] ;;Transect Data in HEC-1 format ; NC 0.06 0.06 0.05 X1 OutfallChannel 7 39 118 0.0 0.0 0.0 0.0 0.0 GR 12.8 0 12.5 39 10.9 49 2.45 78 8.7 100 GR 12 118 12.6 160 ; NC 0.06 0.06 0.04 X1 North 7 113.6 187 0.0 0.0 0.0 0.0 0.0 GR 15.2 0 14 113.6 13.4 116 7.5 147 6.7 153 GR 7.7 159 16.9 187 ; NC 0.06 0.06 0.04 X1 Central1 8 86 173 0.0 0.0 0.0 0.0 0.0 GR 15.5 0 13.9 18 14 86 13 90 7.5 119 GR 6.5 127 7.4 135 17.1 173 ; NC 0.06 0.06 0.04 X1 Central2 8 82.8 175 0.0 0.0 0.0 0.0 0.0 GR 15 0 14 82.8 12.2 90 6.4 119 5.3 125 GR 6.4 132 16.3 175 16.9 264 ; NC 0.06 0.06 0.04 X1 South1 8 83.2 172 0.0 0.0 0.0 0.0 0.0 GR 14.7 0 13.5 83.2 11.3 92 4.2 125 3.5 130 GR 4.4 136 13.2 172 13.7 197 \[LOSSES\] ;;Link Kin Kout Kavg Flap Gate SeepRate ;;-------------- ---------- ---------- ---------- ---------- ---------- N_Outfall 0.5 0.8 0 NO 0 S_Outfall 0.5 0.8 0 NO 0 Export_Culvert 0.5 0.6 0 NO 0 WWeems_Culvert 0.5 0.1 0 NO 0 \[INFLOWS\] ;;Node Inflow Time Series Type Funits Fscale Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- NorthOut FLOW Central_1PCT FLOW 1.0 .1 Export_US FLOW Central_1PCT FLOW 1.0 .1 Export_DS FLOW Central_1PCT FLOW 1.0 .14 WWeems_US FLOW Central_1PCT FLOW 1.0 .33 Central FLOW Central_1PCT FLOW 1.0 .33 North_Basin FLOW North_1PCT FLOW 1.0 1.0 South_Basin FLOW South_1PCT FLOW 1.0 1.0 \[CURVES\] ;;Curve Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;North Basin from Survey North Storage 0 228210 North 1.3 243220 North 8.3 294920 ; ;South Basin from Survey South Storage 0 518240 South 1.3 543660 South 2.3 562490 South 10.7 656490 ; EXHIBIT D \[CURVES\] - continued ;;Curve Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Filled in 40 feet along eastern edge of basin to reclaim for devlopment North_Revised Storage 0 202118 North_Revised 1.3 216058 North_Revised 8.3 266587 \[TIMESERIES\] peaks only shown for 100-year simulation ;;Time Series Date Time Value ;;-------------- ---------- ---------- ---------- ;Runoff from PROP HMS model North_1PCT 16.75 263.6 South_1PCT 16.67 543 Central_1PCT 16.67 550 \[TIMESERIES\] peaks only shown for 10-year simulation ;;Time Series Date Time Value ;;-------------- ---------- ---------- ---------- ;Runoff from PROP HMS model North_10PCT 16.75 167.7 South_10PCT 16.67 348 Central_10PCT 16.67 355 \[REPORT\] ;;Reporting Options INPUT YES CONTROLS YES SUBCATCHMENTS ALL NODES ALL LINKS ALL \[TAGS\] \[MAP\] DIMENSIONS 4711.652 2038.705 5127.908 3960.984 Units None \[COORDINATES\] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ NorthOut 4763.767 3734.192 SouthOut 4937.442 2127.123 Export_US 4765.332 3511.898 Export_DS 4767.708 3421.605 WWeems_US 4762.956 2478.287 WWeems_DS 4760.580 2380.866 Central 4762.956 2955.886 SH146 5108.987 2127.590 North_Basin 4739.195 3868.315 South_Basin 4765.142 2126.082 \[VERTICES\] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ \[PROFILES\] ;;Name Links ;;-------------- ---------- "Profile " N_Outfall N_Channel Export_Culvert C_Channel1 C_Channel2 "Profile " WWeems_Culvert S_Channel S_Outfall Outfall EXHIBIT D EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.005) -------------------------------------------------------------- Port Crossing Detention System WARNING 02: maximum depth increased for Node NorthOut WARNING 02: maximum depth increased for Node Export_US WARNING 02: maximum depth increased for Node Export_DS WARNING 02: maximum depth increased for Node WWeems_US WARNING 02: maximum depth increased for Node WWeems_DS WARNING 02: maximum depth increased for Node Central ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Flow Routing Method ...... DYNWAVE Starting Date ............ JUN-01-2007 00:00:00 Ending Date .............. JUN-04-2007 02:45:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Routing Time Step ........ 10.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Head Tolerance ........... 0.005000 ft ************* Element Count ************* Number of rain gages ...... 0 Number of subcatchments ... 0 Number of nodes ........... 10 Number of links ........... 9 Number of pollutants ...... 0 Number of land uses ....... 0 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- NorthOut JUNCTION 7.52 10.20 0.0 Yes SouthOut JUNCTION 2.50 10.50 0.0 Export_US JUNCTION 6.55 10.20 0.0 Yes Export_DS JUNCTION 6.66 10.60 0.0 Yes WWeems_US JUNCTION 3.70 11.60 0.0 Yes WWeems_DS JUNCTION 3.62 11.20 0.0 Central JUNCTION 5.70 11.60 0.0 Yes SH146 OUTFALL 2.30 10.35 0.0 North_Basin STORAGE 7.50 8.30 0.0 Yes South_Basin STORAGE 2.70 10.70 0.0 Yes ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- N_Outfall North_Basin NorthOut CONDUIT 90.0 0.0444 0.0150 Outfall SouthOut SH146 CONDUIT 50.0 0.4000 0.0500 S_Outfall South_Basin SouthOut CONDUIT 84.0 0.2381 0.0150 N_Channel NorthOut Export_US CONDUIT 806.0 0.1203 0.0400 Export_Culvert Export_US Export_DS CONDUIT 74.0 -0.1486 0.0150 WWeems_Culvert WWeems_US WWeems_DS CONDUIT 110.0 0.0727 0.0150 C_Channel1 Export_DS Central CONDUIT 1282.0 0.0749 0.0400 C_Channel2 Central WWeems_US CONDUIT 1327.0 0.1507 0.0400 S_Channel WWeems_DS South_Basin CONDUIT 528.0 0.1742 0.0400 EXHIBIT D ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- N_Outfall RECT_CLOSED 3.00 9.00 0.75 3.00 1 15.52 Outfall OutfallChannel 10.35 418.53 4.41 160.00 1 2114.17 S_Outfall RECT_CLOSED 6.00 36.00 1.50 6.00 1 228.03 N_Channel North 10.20 714.71 3.97 187.00 1 2309.47 Export_Culvert RECT_CLOSED 4.00 48.00 1.50 12.00 1 240.24 WWeems_Culvert RECT_CLOSED 6.00 72.00 2.00 12.00 3 305.35 C_Channel1 Central1 10.60 816.75 4.58 173.00 1 2288.50 C_Channel2 Central2 11.60 855.48 4.91 264.00 1 3562.65 S_Channel South1 11.20 661.91 5.41 197.00 1 3164.09 **************** Transect Summary **************** Transect OutfallChannel Area: 0.0004 0.0014 0.0032 0.0057 0.0089 0.0128 0.0174 0.0228 0.0288 0.0356 0.0431 0.0512 0.0601 0.0698 0.0801 0.0911 0.1028 0.1153 0.1285 0.1423 0.1569 0.1722 0.1883 0.2050 0.2224 0.2406 0.2594 0.2790 0.2993 0.3203 0.3421 0.3647 0.3883 0.4128 0.4382 0.4646 0.4918 0.5199 0.5490 0.5789 0.6098 0.6418 0.6749 0.7093 0.7449 0.7816 0.8221 0.8703 0.9275 1.0000 Hrad: 0.0225 0.0450 0.0675 0.0899 0.1124 0.1349 0.1574 0.1799 0.2024 0.2249 0.2473 0.2698 0.2923 0.3148 0.3373 0.3598 0.3823 0.4047 0.4272 0.4497 0.4722 0.4947 0.5172 0.5397 0.5622 0.5846 0.6071 0.6296 0.6521 0.6746 0.6925 0.7097 0.7274 0.7454 0.7638 0.7825 0.8014 0.8206 0.8399 0.8595 0.8780 0.8907 0.9041 0.9182 0.9329 0.9481 0.9711 0.9854 0.9963 1.0000 Width: 0.0090 0.0180 0.0270 0.0360 0.0450 0.0540 0.0630 0.0720 0.0809 0.0899 0.0989 0.1079 0.1169 0.1259 0.1349 0.1439 0.1529 0.1619 0.1709 0.1799 0.1889 0.1979 0.2069 0.2159 0.2249 0.2338 0.2428 0.2518 0.2608 0.2698 0.2808 0.2923 0.3038 0.3153 0.3268 0.3383 0.3498 0.3613 0.3728 0.3843 0.3965 0.4116 0.4267 0.4419 0.4570 0.4722 0.5595 0.6582 0.8288 1.0000 Transect North Area: 0.0004 0.0016 0.0035 0.0063 0.0097 0.0138 0.0183 0.0232 0.0287 0.0347 0.0411 0.0480 0.0554 0.0633 0.0716 0.0805 0.0898 0.0996 0.1099 0.1207 0.1320 0.1437 0.1559 0.1686 0.1818 0.1955 0.2097 0.2243 0.2394 0.2550 0.2711 0.2877 0.3048 0.3223 0.3402 0.3586 0.3811 0.4093 0.4432 0.4828 0.5280 0.5787 0.6307 0.6829 0.7353 0.7879 0.8407 0.8936 0.9467 1.0000 Hrad: 0.0253 0.0506 0.0759 0.1016 0.1307 0.1632 0.1941 0.2239 0.2528 0.2811 0.3089 0.3363 0.3633 0.3901 0.4167 0.4431 0.4693 0.4954 0.5213 0.5472 0.5730 0.5987 0.6243 0.6499 0.6754 0.7009 0.7263 0.7517 0.7771 0.8024 0.8277 0.8529 0.8787 0.9074 0.9358 0.9662 0.9918 1.0001 0.9953 0.9814 0.9618 0.9418 0.9324 0.9305 0.9341 0.9419 0.9529 0.9667 0.9825 1.0000 EXHIBIT D Width: 0.0147 0.0295 0.0442 0.0587 0.0707 0.0797 0.0888 0.0978 0.1069 0.1159 0.1250 0.1340 0.1431 0.1521 0.1612 0.1703 0.1793 0.1884 0.1974 0.2065 0.2155 0.2246 0.2336 0.2427 0.2517 0.2608 0.2698 0.2789 0.2879 0.2970 0.3060 0.3151 0.3239 0.3316 0.3393 0.3683 0.4749 0.5815 0.6881 0.7947 0.9013 0.9734 0.9768 0.9801 0.9834 0.9867 0.9900 0.9934 0.9967 1.0000 Transect Central1 Area: 0.0005 0.0019 0.0042 0.0074 0.0115 0.0162 0.0213 0.0270 0.0332 0.0398 0.0470 0.0547 0.0629 0.0716 0.0808 0.0905 0.1007 0.1114 0.1227 0.1344 0.1466 0.1594 0.1726 0.1864 0.2006 0.2154 0.2307 0.2464 0.2627 0.2795 0.2968 0.3145 0.3327 0.3513 0.3706 0.4053 0.4437 0.4828 0.5228 0.5636 0.6052 0.6477 0.6909 0.7345 0.7782 0.8221 0.8663 0.9106 0.9552 1.0000 Hrad: 0.0229 0.0458 0.0687 0.0916 0.1200 0.1508 0.1800 0.2081 0.2353 0.2618 0.2878 0.3133 0.3384 0.3633 0.3879 0.4123 0.4365 0.4606 0.4845 0.5083 0.5320 0.5556 0.5791 0.6026 0.6260 0.6493 0.6726 0.6958 0.7190 0.7422 0.7663 0.7922 0.8179 0.8434 0.8683 0.8533 0.8433 0.8397 0.8408 0.8452 0.8522 0.8611 0.8727 0.8870 0.9030 0.9204 0.9391 0.9586 0.9790 1.0000 Width: 0.0207 0.0414 0.0621 0.0828 0.0979 0.1092 0.1205 0.1317 0.1430 0.1542 0.1655 0.1768 0.1880 0.1993 0.2106 0.2218 0.2331 0.2443 0.2556 0.2669 0.2781 0.2894 0.3007 0.3119 0.3232 0.3344 0.3457 0.3570 0.3682 0.3795 0.3902 0.3999 0.4096 0.4193 0.5089 0.8438 0.8624 0.8810 0.8996 0.9182 0.9368 0.9554 0.9664 0.9712 0.9760 0.9808 0.9856 0.9904 0.9952 1.0000 Transect Central2 Area: 0.0004 0.0015 0.0033 0.0059 0.0093 0.0133 0.0178 0.0230 0.0287 0.0350 0.0419 0.0494 0.0575 0.0662 0.0755 0.0853 0.0957 0.1068 0.1184 0.1306 0.1434 0.1568 0.1707 0.1853 0.2004 0.2161 0.2325 0.2494 0.2669 0.2849 0.3036 0.3227 0.3424 0.3626 0.3833 0.4045 0.4263 0.4492 0.4770 0.5102 0.5490 0.5931 0.6392 0.6856 0.7323 0.7792 0.8264 0.8755 0.9331 1.0000 Hrad: 0.0232 0.0464 0.0696 0.0929 0.1172 0.1441 0.1701 0.1954 0.2203 0.2448 0.2691 0.2932 0.3171 0.3410 0.3647 0.3883 0.4119 0.4354 0.4589 0.4823 0.5057 0.5291 0.5524 0.5757 0.5990 0.6223 0.6455 0.6687 0.6920 0.7158 0.7412 0.7665 0.7917 0.8167 0.8416 0.8665 0.8912 0.9191 0.9394 0.9478 0.9469 0.9402 0.9382 0.9414 0.9484 0.9586 0.9711 0.9887 0.9992 1.0000 Width: 0.0104 0.0208 0.0312 0.0415 0.0514 0.0596 0.0678 0.0760 0.0842 0.0924 0.1006 0.1088 0.1171 0.1253 0.1335 0.1417 0.1499 0.1581 0.1663 0.1745 0.1827 0.1910 0.1992 0.2074 0.2156 0.2238 0.2320 0.2402 0.2484 0.2564 0.2637 0.2711 0.2784 0.2857 0.2931 0.3004 0.3077 0.3497 0.4263 0.5029 0.5794 0.6422 0.6460 0.6498 0.6537 0.6575 0.6613 0.7393 0.8696 1.0000 EXHIBIT D Transect South1 Area: 0.0005 0.0021 0.0047 0.0083 0.0127 0.0177 0.0234 0.0297 0.0367 0.0444 0.0527 0.0617 0.0714 0.0817 0.0927 0.1043 0.1166 0.1296 0.1432 0.1575 0.1725 0.1881 0.2044 0.2213 0.2389 0.2572 0.2761 0.2957 0.3159 0.3369 0.3584 0.3807 0.4036 0.4272 0.4514 0.4762 0.5017 0.5278 0.5545 0.5818 0.6097 0.6383 0.6674 0.6980 0.7329 0.7754 0.8236 0.8772 0.9360 1.0000 Hrad: 0.0204 0.0408 0.0612 0.0841 0.1098 0.1342 0.1576 0.1803 0.2026 0.2245 0.2461 0.2675 0.2887 0.3098 0.3308 0.3516 0.3724 0.3931 0.4138 0.4344 0.4550 0.4755 0.4960 0.5164 0.5369 0.5573 0.5776 0.5980 0.6184 0.6387 0.6590 0.6793 0.6996 0.7199 0.7404 0.7620 0.7835 0.8050 0.8264 0.8478 0.8690 0.8903 0.9114 0.9375 0.9626 0.9813 0.9929 0.9991 1.0011 1.0000 Width: 0.0157 0.0314 0.0471 0.0603 0.0703 0.0803 0.0902 0.1001 0.1101 0.1200 0.1299 0.1399 0.1498 0.1597 0.1697 0.1796 0.1896 0.1995 0.2094 0.2194 0.2293 0.2392 0.2492 0.2591 0.2690 0.2790 0.2889 0.2989 0.3088 0.3187 0.3287 0.3386 0.3485 0.3585 0.3683 0.3775 0.3867 0.3959 0.4051 0.4143 0.4235 0.4327 0.4419 0.4874 0.5754 0.6847 0.7635 0.8423 0.9212 1.0000 ********************* Control Actions Taken ********************* ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.000 0.000 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 408.083 132.980 External Outflow ......... 399.733 130.259 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Seepage Loss ............. 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 8.333 2.715 Continuity Error (%) ..... 0.004 *************************** Time-Step Critical Elements *************************** Link S_Outfall (61.03%) Link Outfall (8.98%) ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 2.51 sec Average Time Step : 5.93 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 EXHIBIT D ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- NorthOut JUNCTION 1.90 5.55 13.07 0 18:44 SouthOut JUNCTION 2.88 5.62 8.12 0 18:46 Export_US JUNCTION 2.31 6.49 13.04 0 18:44 Export_DS JUNCTION 2.17 6.27 12.93 0 18:44 WWeems_US JUNCTION 3.20 9.15 12.85 0 18:46 WWeems_DS JUNCTION 3.28 9.21 12.83 0 18:46 Central JUNCTION 2.51 7.19 12.89 0 18:45 SH146 OUTFALL 2.88 5.62 7.92 0 18:46 North_Basin STORAGE 2.58 7.81 15.31 0 19:12 South_Basin STORAGE 3.85 10.12 12.82 0 18:46 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- NorthOut JUNCTION 55.00 101.67 0 17:09 5.43 30.8 0.033 SouthOut JUNCTION 0.00 399.42 0 18:46 0 130 0.000 Export_US JUNCTION 55.00 144.40 0 16:53 5.43 36 -0.002 Export_DS JUNCTION 77.00 210.21 0 16:47 7.6 43.6 0.007 WWeems_US JUNCTION 181.50 514.47 0 16:44 17.9 79.4 0.073 WWeems_DS JUNCTION 0.00 474.24 0 16:44 0 79.4 -0.022 Central JUNCTION 181.50 374.02 0 16:44 17.9 61.5 -0.055 SH146 OUTFALL 0.00 399.42 0 18:46 0 130 0.000 North_Basin STORAGE 263.59 263.59 0 16:45 25.7 25.9 0.001 South_Basin STORAGE 543.00 994.88 0 16:40 53 132 0.023 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- North_Basin STORAGE 10.98 4.752 0.488 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Infil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- North_Basin 577.847 29 0 0 1831.779 93 0 19:12 77.55 South_Basin 2191.064 34 0 0 5984.068 94 0 18:46 399.42 EXHIBIT D *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- SH146 99.41 122.83 399.42 130.249 ----------------------------------------------------------- System 99.41 122.83 399.42 130.249 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- N_Outfall CONDUIT 77.55 0 20:52 8.62 5.00 1.00 Outfall CHANNEL 399.42 0 18:46 3.64 0.19 0.54 S_Outfall CONDUIT 399.42 0 18:46 11.46 1.75 0.97 N_Channel CHANNEL 96.67 0 17:04 1.27 0.04 0.59 Export_Culvert CONDUIT 138.56 0 16:54 2.89 0.58 1.00 WWeems_Culvert CONDUIT 474.24 0 16:44 2.20 0.52 1.00 C_Channel1 CHANNEL 198.84 0 16:50 1.33 0.09 0.63 C_Channel2 CHANNEL 337.26 0 16:46 2.00 0.09 0.70 S_Channel CHANNEL 456.66 0 16:44 2.17 0.14 0.86 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- N_Outfall 1.00 0.00 0.00 0.00 0.97 0.00 0.02 0.00 0.00 0.04 Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 S_Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.16 N_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.82 0.00 Export_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 WWeems_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 C_Channel1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.81 0.00 C_Channel2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.33 0.00 S_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- N_Outfall 8.17 8.17 8.17 15.57 8.17 S_Outfall 0.01 0.01 0.01 8.78 0.01 Export_Culvert 6.86 6.86 6.86 0.01 0.01 WWeems_Culvert 7.80 7.80 7.80 1.40 0.01 Analysis begun on: Wed Apr 06 08:04:15 2016 Analysis ended on: Wed Apr 06 08:04:16 2016 Total elapsed time: 00:00:01 EXHIBIT D EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.005) -------------------------------------------------------------- Port Crossing Detention System WARNING 02: maximum depth increased for Node NorthOut WARNING 02: maximum depth increased for Node Export_US WARNING 02: maximum depth increased for Node Export_DS WARNING 02: maximum depth increased for Node WWeems_US WARNING 02: maximum depth increased for Node WWeems_DS WARNING 02: maximum depth increased for Node Central ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Flow Routing Method ...... DYNWAVE Starting Date ............ JUN-01-2007 00:00:00 Ending Date .............. JUN-04-2007 02:45:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Routing Time Step ........ 10.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Head Tolerance ........... 0.005000 ft ************* Element Count ************* Number of rain gages ...... 0 Number of subcatchments ... 0 Number of nodes ........... 10 Number of links ........... 9 Number of pollutants ...... 0 Number of land uses ....... 0 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- NorthOut JUNCTION 7.52 10.20 0.0 Yes SouthOut JUNCTION 2.50 10.50 0.0 Export_US JUNCTION 6.55 10.20 0.0 Yes Export_DS JUNCTION 6.66 10.60 0.0 Yes WWeems_US JUNCTION 3.70 11.60 0.0 Yes WWeems_DS JUNCTION 3.62 11.20 0.0 Central JUNCTION 5.70 11.60 0.0 Yes SH146 OUTFALL 2.30 10.35 0.0 North_Basin STORAGE 7.50 8.30 0.0 Yes South_Basin STORAGE 2.70 10.70 0.0 Yes ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- N_Outfall North_Basin NorthOut CONDUIT 90.0 0.0444 0.0150 Outfall SouthOut SH146 CONDUIT 50.0 0.4000 0.0500 S_Outfall South_Basin SouthOut CONDUIT 84.0 0.2381 0.0150 N_Channel NorthOut Export_US CONDUIT 806.0 0.1203 0.0400 Export_Culvert Export_US Export_DS CONDUIT 74.0 -0.1486 0.0150 WWeems_Culvert WWeems_US WWeems_DS CONDUIT 110.0 0.0727 0.0150 C_Channel1 Export_DS Central CONDUIT 1282.0 0.0749 0.0400 C_Channel2 Central WWeems_US CONDUIT 1327.0 0.1507 0.0400 S_Channel WWeems_DS South_Basin CONDUIT 528.0 0.1742 0.0400 EXHIBIT D ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- N_Outfall RECT_CLOSED 3.00 9.00 0.75 3.00 1 15.52 Outfall OutfallChannel 10.35 418.53 4.41 160.00 1 2114.17 S_Outfall RECT_CLOSED 6.00 36.00 1.50 6.00 1 228.03 N_Channel North 10.20 714.71 3.97 187.00 1 2309.47 Export_Culvert RECT_CLOSED 4.00 48.00 1.50 12.00 1 240.24 WWeems_Culvert RECT_CLOSED 6.00 72.00 2.00 12.00 3 305.35 C_Channel1 Central1 10.60 816.75 4.58 173.00 1 2288.50 C_Channel2 Central2 11.60 855.48 4.91 264.00 1 3562.65 S_Channel South1 11.20 661.91 5.41 197.00 1 3164.09 **************** Transect Summary **************** Transect OutfallChannel Area: 0.0004 0.0014 0.0032 0.0057 0.0089 0.0128 0.0174 0.0228 0.0288 0.0356 0.0431 0.0512 0.0601 0.0698 0.0801 0.0911 0.1028 0.1153 0.1285 0.1423 0.1569 0.1722 0.1883 0.2050 0.2224 0.2406 0.2594 0.2790 0.2993 0.3203 0.3421 0.3647 0.3883 0.4128 0.4382 0.4646 0.4918 0.5199 0.5490 0.5789 0.6098 0.6418 0.6749 0.7093 0.7449 0.7816 0.8221 0.8703 0.9275 1.0000 Hrad: 0.0225 0.0450 0.0675 0.0899 0.1124 0.1349 0.1574 0.1799 0.2024 0.2249 0.2473 0.2698 0.2923 0.3148 0.3373 0.3598 0.3823 0.4047 0.4272 0.4497 0.4722 0.4947 0.5172 0.5397 0.5622 0.5846 0.6071 0.6296 0.6521 0.6746 0.6925 0.7097 0.7274 0.7454 0.7638 0.7825 0.8014 0.8206 0.8399 0.8595 0.8780 0.8907 0.9041 0.9182 0.9329 0.9481 0.9711 0.9854 0.9963 1.0000 Width: 0.0090 0.0180 0.0270 0.0360 0.0450 0.0540 0.0630 0.0720 0.0809 0.0899 0.0989 0.1079 0.1169 0.1259 0.1349 0.1439 0.1529 0.1619 0.1709 0.1799 0.1889 0.1979 0.2069 0.2159 0.2249 0.2338 0.2428 0.2518 0.2608 0.2698 0.2808 0.2923 0.3038 0.3153 0.3268 0.3383 0.3498 0.3613 0.3728 0.3843 0.3965 0.4116 0.4267 0.4419 0.4570 0.4722 0.5595 0.6582 0.8288 1.0000 Transect North Area: 0.0004 0.0016 0.0035 0.0063 0.0097 0.0138 0.0183 0.0232 0.0287 0.0347 0.0411 0.0480 0.0554 0.0633 0.0716 0.0805 0.0898 0.0996 0.1099 0.1207 0.1320 0.1437 0.1559 0.1686 0.1818 0.1955 0.2097 0.2243 0.2394 0.2550 0.2711 0.2877 0.3048 0.3223 0.3402 0.3586 0.3811 0.4093 0.4432 0.4828 0.5280 0.5787 0.6307 0.6829 0.7353 0.7879 0.8407 0.8936 0.9467 1.0000 Hrad: 0.0253 0.0506 0.0759 0.1016 0.1307 0.1632 0.1941 0.2239 0.2528 0.2811 0.3089 0.3363 0.3633 0.3901 0.4167 0.4431 0.4693 0.4954 0.5213 0.5472 0.5730 0.5987 0.6243 0.6499 0.6754 0.7009 0.7263 0.7517 0.7771 0.8024 0.8277 0.8529 0.8787 0.9074 0.9358 0.9662 0.9918 1.0001 0.9953 0.9814 0.9618 0.9418 0.9324 0.9305 0.9341 0.9419 0.9529 0.9667 0.9825 1.0000 EXHIBIT D Width: 0.0147 0.0295 0.0442 0.0587 0.0707 0.0797 0.0888 0.0978 0.1069 0.1159 0.1250 0.1340 0.1431 0.1521 0.1612 0.1703 0.1793 0.1884 0.1974 0.2065 0.2155 0.2246 0.2336 0.2427 0.2517 0.2608 0.2698 0.2789 0.2879 0.2970 0.3060 0.3151 0.3239 0.3316 0.3393 0.3683 0.4749 0.5815 0.6881 0.7947 0.9013 0.9734 0.9768 0.9801 0.9834 0.9867 0.9900 0.9934 0.9967 1.0000 Transect Central1 Area: 0.0005 0.0019 0.0042 0.0074 0.0115 0.0162 0.0213 0.0270 0.0332 0.0398 0.0470 0.0547 0.0629 0.0716 0.0808 0.0905 0.1007 0.1114 0.1227 0.1344 0.1466 0.1594 0.1726 0.1864 0.2006 0.2154 0.2307 0.2464 0.2627 0.2795 0.2968 0.3145 0.3327 0.3513 0.3706 0.4053 0.4437 0.4828 0.5228 0.5636 0.6052 0.6477 0.6909 0.7345 0.7782 0.8221 0.8663 0.9106 0.9552 1.0000 Hrad: 0.0229 0.0458 0.0687 0.0916 0.1200 0.1508 0.1800 0.2081 0.2353 0.2618 0.2878 0.3133 0.3384 0.3633 0.3879 0.4123 0.4365 0.4606 0.4845 0.5083 0.5320 0.5556 0.5791 0.6026 0.6260 0.6493 0.6726 0.6958 0.7190 0.7422 0.7663 0.7922 0.8179 0.8434 0.8683 0.8533 0.8433 0.8397 0.8408 0.8452 0.8522 0.8611 0.8727 0.8870 0.9030 0.9204 0.9391 0.9586 0.9790 1.0000 Width: 0.0207 0.0414 0.0621 0.0828 0.0979 0.1092 0.1205 0.1317 0.1430 0.1542 0.1655 0.1768 0.1880 0.1993 0.2106 0.2218 0.2331 0.2443 0.2556 0.2669 0.2781 0.2894 0.3007 0.3119 0.3232 0.3344 0.3457 0.3570 0.3682 0.3795 0.3902 0.3999 0.4096 0.4193 0.5089 0.8438 0.8624 0.8810 0.8996 0.9182 0.9368 0.9554 0.9664 0.9712 0.9760 0.9808 0.9856 0.9904 0.9952 1.0000 Transect Central2 Area: 0.0004 0.0015 0.0033 0.0059 0.0093 0.0133 0.0178 0.0230 0.0287 0.0350 0.0419 0.0494 0.0575 0.0662 0.0755 0.0853 0.0957 0.1068 0.1184 0.1306 0.1434 0.1568 0.1707 0.1853 0.2004 0.2161 0.2325 0.2494 0.2669 0.2849 0.3036 0.3227 0.3424 0.3626 0.3833 0.4045 0.4263 0.4492 0.4770 0.5102 0.5490 0.5931 0.6392 0.6856 0.7323 0.7792 0.8264 0.8755 0.9331 1.0000 Hrad: 0.0232 0.0464 0.0696 0.0929 0.1172 0.1441 0.1701 0.1954 0.2203 0.2448 0.2691 0.2932 0.3171 0.3410 0.3647 0.3883 0.4119 0.4354 0.4589 0.4823 0.5057 0.5291 0.5524 0.5757 0.5990 0.6223 0.6455 0.6687 0.6920 0.7158 0.7412 0.7665 0.7917 0.8167 0.8416 0.8665 0.8912 0.9191 0.9394 0.9478 0.9469 0.9402 0.9382 0.9414 0.9484 0.9586 0.9711 0.9887 0.9992 1.0000 Width: 0.0104 0.0208 0.0312 0.0415 0.0514 0.0596 0.0678 0.0760 0.0842 0.0924 0.1006 0.1088 0.1171 0.1253 0.1335 0.1417 0.1499 0.1581 0.1663 0.1745 0.1827 0.1910 0.1992 0.2074 0.2156 0.2238 0.2320 0.2402 0.2484 0.2564 0.2637 0.2711 0.2784 0.2857 0.2931 0.3004 0.3077 0.3497 0.4263 0.5029 0.5794 0.6422 0.6460 0.6498 0.6537 0.6575 0.6613 0.7393 0.8696 1.0000 EXHIBIT D Transect South1 Area: 0.0005 0.0021 0.0047 0.0083 0.0127 0.0177 0.0234 0.0297 0.0367 0.0444 0.0527 0.0617 0.0714 0.0817 0.0927 0.1043 0.1166 0.1296 0.1432 0.1575 0.1725 0.1881 0.2044 0.2213 0.2389 0.2572 0.2761 0.2957 0.3159 0.3369 0.3584 0.3807 0.4036 0.4272 0.4514 0.4762 0.5017 0.5278 0.5545 0.5818 0.6097 0.6383 0.6674 0.6980 0.7329 0.7754 0.8236 0.8772 0.9360 1.0000 Hrad: 0.0204 0.0408 0.0612 0.0841 0.1098 0.1342 0.1576 0.1803 0.2026 0.2245 0.2461 0.2675 0.2887 0.3098 0.3308 0.3516 0.3724 0.3931 0.4138 0.4344 0.4550 0.4755 0.4960 0.5164 0.5369 0.5573 0.5776 0.5980 0.6184 0.6387 0.6590 0.6793 0.6996 0.7199 0.7404 0.7620 0.7835 0.8050 0.8264 0.8478 0.8690 0.8903 0.9114 0.9375 0.9626 0.9813 0.9929 0.9991 1.0011 1.0000 Width: 0.0157 0.0314 0.0471 0.0603 0.0703 0.0803 0.0902 0.1001 0.1101 0.1200 0.1299 0.1399 0.1498 0.1597 0.1697 0.1796 0.1896 0.1995 0.2094 0.2194 0.2293 0.2392 0.2492 0.2591 0.2690 0.2790 0.2889 0.2989 0.3088 0.3187 0.3287 0.3386 0.3485 0.3585 0.3683 0.3775 0.3867 0.3959 0.4051 0.4143 0.4235 0.4327 0.4419 0.4874 0.5754 0.6847 0.7635 0.8423 0.9212 1.0000 ********************* Control Actions Taken ********************* ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.000 0.000 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 225.835 73.592 External Outflow ......... 217.975 71.030 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Seepage Loss ............. 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 7.840 2.555 Continuity Error (%) ..... 0.009 *************************** Time-Step Critical Elements *************************** Link S_Outfall (47.46%) Link Outfall (10.87%) ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 3.00 sec Average Time Step : 6.93 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 EXHIBIT D ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- NorthOut JUNCTION 1.16 3.25 10.77 0 17:14 SouthOut JUNCTION 2.21 4.73 7.23 0 18:38 Export_US JUNCTION 1.46 4.01 10.56 0 17:06 Export_DS JUNCTION 1.33 3.82 10.48 0 17:04 WWeems_US JUNCTION 1.96 5.89 9.59 0 18:34 WWeems_DS JUNCTION 2.04 5.97 9.59 0 18:35 Central JUNCTION 1.54 4.25 9.95 0 17:00 SH146 OUTFALL 2.21 4.73 7.03 0 18:38 North_Basin STORAGE 1.47 4.62 12.12 0 18:19 South_Basin STORAGE 2.50 6.84 9.54 0 18:38 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- NorthOut JUNCTION 35.50 72.55 0 17:53 3.04 16.2 0.068 SouthOut JUNCTION 0.00 251.60 0 18:38 0 71 0.001 Export_US JUNCTION 35.50 93.40 0 17:17 3.04 19.1 -0.012 Export_DS JUNCTION 49.70 131.12 0 17:03 4.26 23.3 0.048 WWeems_US JUNCTION 117.15 331.77 0 16:53 10 43.4 0.107 WWeems_DS JUNCTION 0.00 320.96 0 16:53 0 43.4 -0.045 Central JUNCTION 117.15 231.41 0 16:53 10 33.4 -0.097 SH146 OUTFALL 0.00 251.60 0 18:38 0 71 0.000 North_Basin STORAGE 167.70 167.70 0 16:45 13.5 13.7 0.002 South_Basin STORAGE 347.99 649.67 0 16:45 29.7 73.1 0.043 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- North_Basin STORAGE 5.63 1.558 3.682 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Infil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- North_Basin 315.185 16 0 0 1028.470 52 0 18:19 60.11 South_Basin 1385.078 22 0 0 3915.210 62 0 18:38 251.60 EXHIBIT D *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- SH146 99.20 64.83 251.60 71.025 ----------------------------------------------------------- System 99.20 64.83 251.60 71.025 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- N_Outfall CONDUIT 60.11 0 18:38 6.68 3.87 1.00 Outfall CHANNEL 251.60 0 18:38 3.24 0.12 0.46 S_Outfall CONDUIT 251.60 0 18:38 7.82 1.10 0.89 N_Channel CHANNEL 73.04 0 17:48 1.23 0.03 0.36 Export_Culvert CONDUIT 94.45 0 17:19 2.04 0.39 0.98 WWeems_Culvert CONDUIT 320.96 0 16:53 1.90 0.35 0.99 C_Channel1 CHANNEL 131.62 0 17:09 1.32 0.06 0.38 C_Channel2 CHANNEL 228.15 0 17:00 2.15 0.06 0.43 S_Channel CHANNEL 316.14 0 16:52 2.88 0.10 0.57 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- N_Outfall 1.00 0.00 0.00 0.00 0.96 0.00 0.03 0.00 0.00 0.04 Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 S_Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.10 N_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.89 0.00 Export_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 WWeems_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 C_Channel1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.89 0.00 C_Channel2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.35 0.00 S_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.57 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- N_Outfall 2.28 2.28 2.28 9.60 2.28 S_Outfall 0.01 0.01 0.01 2.80 0.01 WWeems_Culvert 0.01 0.01 0.01 0.43 0.01 Analysis begun on: Mon Apr 04 15:59:09 2016 Analysis ended on: Mon Apr 04 15:59:09 2016 Total elapsed time: < 1 sec EXHIBIT D \[TITLE\] ;;Project Title/Notes Port Crossing Detention System \[OPTIONS\] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE LINK_OFFSETS ELEVATION MIN_SLOPE 0 ALLOW_PONDING YES SKIP_STEADY_STATE NO START_DATE 06/01/2007 START_TIME 00:00:00 REPORT_START_DATE 06/01/2007 REPORT_START_TIME 00:00:00 END_DATE 06/04/2007 END_TIME 02:45:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:10 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 \[EVAPORATION\] ;;Evap Data Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO \[JUNCTIONS\] ;;Junction Invert Dmax Dinit Dsurch Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- NorthOut 7.52 8.48 0 0 0 ;At South Basin Outfall Channel SouthOut 2.5 10.5 0 0 0 Export_US 6.55 9 0 0 0 Export_DS 6.66 9 0 0 0 WWeems_US 3.70 10 0 0 0 WWeems_DS 3.62 10 0 0 0 Central 5.7 9.3 0 0 0 \[OUTFALLS\] ;;Outfall Invert Type Stage Data Gated ;;-------------- ---------- ---------- ---------------- -------- ;Channel at SH146 SH146 2.3 NORMAL NO \[STORAGE\] ;;Storage Node Invert Dmax Dinit Curve Name/Params Aponded Fevap SeepRate ;;-------------- -------- -------- --------- ---------- ---------------------------- -------- -------- -------- North_Basin 7.5 8.3 0 TABULAR North_Revised 0 0 0 South_Basin 2.7 10.7 0 TABULAR South 0 0 0 CGP_Detn 7.51 10 0 TABULAR CGP_Detn 0 0 0 \[CONDUITS\] ;;Conduit From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- N_Outfall North_Basin NorthOut 90 0.015 7.56 7.52 0 0 Outfall SouthOut SH146 50 0.05 * * 0 0 ;South Basin Outfall Culvert S_Outfall South_Basin SouthOut 84 0.015 * * 0 0 N_Channel NorthOut Export_US 806 0.04 * * 0 0 Export_Culvert Export_US Export_DS 74 0.015 * * 0 0 WWeems_Culvert WWeems_US WWeems_DS 110 0.015 * * 0 0 C_Channel1 Export_DS Central 1282 0.04 * * 0 0 EXHIBIT D \[CONDUITS\] - continued ;;Conduit From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- C_Channel2 Central WWeems_US 1327 0.04 * * 0 0 S_Channel WWeems_DS South_Basin 528 0.01 * * 0 0 CGP_Outfall CGP_Detn North_Basin 97 0.011 * * 0 0 \[XSECTIONS\] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- N_Outfall RECT_CLOSED 3 3 0 0 1 11 Outfall IRREGULAR OutfallChannel 0 0 0 1 S_Outfall RECT_CLOSED 6 6 0 0 1 11 N_Channel IRREGULAR North 0 0 0 1 Export_Culvert RECT_CLOSED 4 12 0 0 1 14 WWeems_Culvert RECT_CLOSED 6 12 0 0 3 23 C_Channel1 IRREGULAR Central1 0 0 0 1 C_Channel2 IRREGULAR Central2 0 0 0 1 S_Channel IRREGULAR South1 0 0 0 1 CGP_Outfall CIRCULAR 1.5 0 0 0 1 \[TRANSECTS\] ;;Transect Data in HEC-1 format ; NC 0.06 0.06 0.05 X1 OutfallChannel 7 39 118 0.0 0.0 0.0 0.0 0.0 GR 12.8 0 12.5 39 10.9 49 2.45 78 8.7 100 GR 12 118 12.6 160 ; NC 0.06 0.06 0.04 X1 North 7 113.6 187 0.0 0.0 0.0 0.0 0.0 GR 15.2 0 14 113.6 13.4 116 7.5 147 6.7 153 GR 7.7 159 16.9 187 ; NC 0.06 0.06 0.04 X1 Central1 8 86 173 0.0 0.0 0.0 0.0 0.0 GR 15.5 0 13.9 18 14 86 13 90 7.5 119 GR 6.5 127 7.4 135 17.1 173 ; NC 0.06 0.06 0.04 X1 Central2 8 82.8 175 0.0 0.0 0.0 0.0 0.0 GR 15 0 14 82.8 12.2 90 6.4 119 5.3 125 GR 6.4 132 16.3 175 16.9 264 ; NC 0.06 0.06 0.04 X1 South1 8 83.2 172 0.0 0.0 0.0 0.0 0.0 GR 14.7 0 13.5 83.2 11.3 92 4.2 125 3.5 130 GR 4.4 136 13.2 172 13.7 197 \[LOSSES\] ;;Link Kin Kout Kavg Flap Gate SeepRate ;;-------------- ---------- ---------- ---------- ---------- ---------- N_Outfall 0.5 0.8 0 NO 0 S_Outfall 0.5 0.8 0 NO 0 Export_Culvert 0.5 0.6 0 NO 0 WWeems_Culvert 0.5 0.1 0 NO 0 CGP_Outfall 0.5 1 0 NO 0 \[INFLOWS\] ;;Node Inflow Time Series Type Funits Fscale Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- NorthOut FLOW Central_1PCT FLOW 1.0 .1 Export_US FLOW Central_1PCT FLOW 1.0 .1 Export_DS FLOW Central_1PCT FLOW 1.0 .14 WWeems_US FLOW Central_1PCT FLOW 1.0 .33 Central FLOW Central_1PCT FLOW 1.0 .33 North_Basin FLOW North_1PCT FLOW 1.0 1.0 South_Basin FLOW South_1PCT FLOW 1.0 1.0 CGP_Detn FLOW CGP_Inflow FLOW 1.0 1.0 \[CURVES\] ;;Curve Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;North Basin from Survey North Storage 0 228210 North 1.3 243220 North 8.3 294920 ; EXHIBIT D \[CURVES\] - continued ;;Curve Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;South Basin from Survey South Storage 0 518240 South 1.3 543660 South 2.3 562490 South 10.7 656490 ; ;Filled in 40 feet along eastern edge of basin to reclaim for devlopment North_Revised Storage 0 202118 North_Revised 1.3 216058 North_Revised 8.3 266587 ; CGP_Detn Storage 0 0.00 CGP_Detn 0.49 14414.96 CGP_Detn 0.99 28949.09 CGP_Detn 1.49 31811.34 CGP_Detn 1.99 34597.72 CGP_Detn 2.49 37401.18 CGP_Detn 2.99 40227.78 CGP_Detn 3.49 43080.67 CGP_Detn 3.99 45959.86 CGP_Detn 4.49 48868.86 CGP_Detn 4.99 51806.88 CGP_Detn 5.49 54772.05 CGP_Detn 5.99 57763.11 CGP_Detn 6.49 60774.03 CGP_Detn 6.59 61372.78 CGP_Detn 6.69 62380.52 CGP_Detn 6.79 67349.56 CGP_Detn 6.89 81976.84 CGP_Detn 6.99 104262.02 CGP_Detn 7.09 128088.60 CGP_Detn 7.19 152656.51 CGP_Detn 7.29 177120.59 CGP_Detn 7.39 203496.70 CGP_Detn 7.49 216732.60 CGP_Detn 7.59 288063.10 CGP_Detn 7.69 299393.59 CGP_Detn 7.79 315724.09 CGP_Detn 7.89 319735.83 CGP_Detn 7.99 321066.33 \[TIMESERIES\] peaks only shown for 100-year simulation ;;Time Series Date Time Value ;;-------------- ---------- ---------- ---------- ;Runoff from PROP HMS model North_1PCT 16.75 237.5 South_1PCT 16.67 543 Central_1PCT 16.67 550 CGP_Inflow 16.5 66.6 \[TIMESERIES\] peaks only shown for 10-year simulation ;;Time Series Date Time Value ;;-------------- ---------- ---------- ---------- ;Runoff from PROP HMS model North_10PCT 16.75 151.9 South_10PCT 16.67 348 Central_10PCT 16.67 355 CGP_Inflow 16.5 45.4 \[REPORT\] ;;Reporting Options INPUT YES CONTROLS YES SUBCATCHMENTS ALL NODES ALL LINKS ALL \[TAGS\] \[MAP\] DIMENSIONS 4711.652 2038.705 5127.908 3960.984 Units None EXHIBIT D \[COORDINATES\] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ NorthOut 4763.767 3734.192 SouthOut 4937.442 2127.123 Export_US 4765.332 3511.898 Export_DS 4767.708 3421.605 WWeems_US 4762.956 2478.287 WWeems_DS 4760.580 2380.866 Central 4762.956 2955.886 SH146 5108.987 2127.590 North_Basin 4739.195 3868.315 South_Basin 4765.142 2126.082 CGP_Detn 4562.172 3872.924 \[VERTICES\] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ \[PROFILES\] ;;Name Links ;;-------------- ---------- "Profile " N_Outfall N_Channel Export_Culvert C_Channel1 C_Channel2 "Profile " WWeems_Culvert S_Channel S_Outfall Outfall EXHIBIT D EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.005) -------------------------------------------------------------- Port Crossing Detention System WARNING 02: maximum depth increased for Node NorthOut WARNING 02: maximum depth increased for Node Export_US WARNING 02: maximum depth increased for Node Export_DS WARNING 02: maximum depth increased for Node WWeems_US WARNING 02: maximum depth increased for Node WWeems_DS WARNING 02: maximum depth increased for Node Central ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Flow Routing Method ...... DYNWAVE Starting Date ............ JUN-01-2007 00:00:00 Ending Date .............. JUN-04-2007 02:45:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Routing Time Step ........ 10.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Head Tolerance ........... 0.005000 ft ************* Element Count ************* Number of rain gages ...... 0 Number of subcatchments ... 0 Number of nodes ........... 11 Number of links ........... 10 Number of pollutants ...... 0 Number of land uses ....... 0 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- NorthOut JUNCTION 7.52 10.20 0.0 Yes SouthOut JUNCTION 2.50 10.50 0.0 Export_US JUNCTION 6.55 10.20 0.0 Yes Export_DS JUNCTION 6.66 10.60 0.0 Yes WWeems_US JUNCTION 3.70 11.60 0.0 Yes WWeems_DS JUNCTION 3.62 11.20 0.0 Central JUNCTION 5.70 11.60 0.0 Yes SH146 OUTFALL 2.30 10.35 0.0 North_Basin STORAGE 7.50 8.30 0.0 Yes South_Basin STORAGE 2.70 10.70 0.0 Yes CGP_Detn STORAGE 7.51 10.00 0.0 Yes ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- N_Outfall North_Basin NorthOut CONDUIT 90.0 0.0444 0.0150 Outfall SouthOut SH146 CONDUIT 50.0 0.4000 0.0500 S_Outfall South_Basin SouthOut CONDUIT 84.0 0.2381 0.0150 N_Channel NorthOut Export_US CONDUIT 806.0 0.1203 0.0400 Export_Culvert Export_US Export_DS CONDUIT 74.0 -0.1486 0.0150 EXHIBIT D ************ Link Summary - continued ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- WWeems_Culvert WWeems_US WWeems_DS CONDUIT 110.0 0.0727 0.0150 C_Channel1 Export_DS Central CONDUIT 1282.0 0.0749 0.0400 C_Channel2 Central WWeems_US CONDUIT 1327.0 0.1507 0.0400 S_Channel WWeems_DS South_Basin CONDUIT 528.0 0.1742 0.0400 CGP_Outfall CGP_Detn North_Basin CONDUIT 97.0 0.0103 0.0110 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- N_Outfall RECT_CLOSED 3.00 9.00 0.75 3.00 1 15.52 Outfall OutfallChannel 10.35 418.53 4.41 160.00 1 2114.17 S_Outfall RECT_CLOSED 6.00 36.00 1.50 6.00 1 228.03 N_Channel North 10.20 714.71 3.97 187.00 1 2309.47 Export_Culvert RECT_CLOSED 4.00 48.00 1.50 12.00 1 240.24 WWeems_Culvert RECT_CLOSED 6.00 72.00 2.00 12.00 3 305.35 C_Channel1 Central1 10.60 816.75 4.58 173.00 1 2288.50 C_Channel2 Central2 11.60 855.48 4.91 264.00 1 3562.65 S_Channel South1 11.20 661.91 5.41 197.00 1 3164.09 CGP_Outfall CIRCULAR 1.50 1.77 0.38 1.50 1 1.26 **************** Transect Summary **************** Transect OutfallChannel Area: 0.0004 0.0014 0.0032 0.0057 0.0089 0.0128 0.0174 0.0228 0.0288 0.0356 0.0431 0.0512 0.0601 0.0698 0.0801 0.0911 0.1028 0.1153 0.1285 0.1423 0.1569 0.1722 0.1883 0.2050 0.2224 0.2406 0.2594 0.2790 0.2993 0.3203 0.3421 0.3647 0.3883 0.4128 0.4382 0.4646 0.4918 0.5199 0.5490 0.5789 0.6098 0.6418 0.6749 0.7093 0.7449 0.7816 0.8221 0.8703 0.9275 1.0000 Hrad: 0.0225 0.0450 0.0675 0.0899 0.1124 0.1349 0.1574 0.1799 0.2024 0.2249 0.2473 0.2698 0.2923 0.3148 0.3373 0.3598 0.3823 0.4047 0.4272 0.4497 0.4722 0.4947 0.5172 0.5397 0.5622 0.5846 0.6071 0.6296 0.6521 0.6746 0.6925 0.7097 0.7274 0.7454 0.7638 0.7825 0.8014 0.8206 0.8399 0.8595 0.8780 0.8907 0.9041 0.9182 0.9329 0.9481 0.9711 0.9854 0.9963 1.0000 Width: 0.0090 0.0180 0.0270 0.0360 0.0450 0.0540 0.0630 0.0720 0.0809 0.0899 0.0989 0.1079 0.1169 0.1259 0.1349 0.1439 0.1529 0.1619 0.1709 0.1799 0.1889 0.1979 0.2069 0.2159 0.2249 0.2338 0.2428 0.2518 0.2608 0.2698 0.2808 0.2923 0.3038 0.3153 0.3268 0.3383 0.3498 0.3613 0.3728 0.3843 0.3965 0.4116 0.4267 0.4419 0.4570 0.4722 0.5595 0.6582 0.8288 1.0000 Transect North Area: 0.0004 0.0016 0.0035 0.0063 0.0097 0.0138 0.0183 0.0232 0.0287 0.0347 0.0411 0.0480 0.0554 0.0633 0.0716 0.0805 0.0898 0.0996 0.1099 0.1207 0.1320 0.1437 0.1559 0.1686 0.1818 0.1955 0.2097 0.2243 0.2394 0.2550 0.2711 0.2877 0.3048 0.3223 0.3402 0.3586 0.3811 0.4093 0.4432 0.4828 0.5280 0.5787 0.6307 0.6829 0.7353 0.7879 0.8407 0.8936 0.9467 1.0000 EXHIBIT D Hrad: 0.0253 0.0506 0.0759 0.1016 0.1307 0.1632 0.1941 0.2239 0.2528 0.2811 0.3089 0.3363 0.3633 0.3901 0.4167 0.4431 0.4693 0.4954 0.5213 0.5472 0.5730 0.5987 0.6243 0.6499 0.6754 0.7009 0.7263 0.7517 0.7771 0.8024 0.8277 0.8529 0.8787 0.9074 0.9358 0.9662 0.9918 1.0001 0.9953 0.9814 0.9618 0.9418 0.9324 0.9305 0.9341 0.9419 0.9529 0.9667 0.9825 1.0000 Width: 0.0147 0.0295 0.0442 0.0587 0.0707 0.0797 0.0888 0.0978 0.1069 0.1159 0.1250 0.1340 0.1431 0.1521 0.1612 0.1703 0.1793 0.1884 0.1974 0.2065 0.2155 0.2246 0.2336 0.2427 0.2517 0.2608 0.2698 0.2789 0.2879 0.2970 0.3060 0.3151 0.3239 0.3316 0.3393 0.3683 0.4749 0.5815 0.6881 0.7947 0.9013 0.9734 0.9768 0.9801 0.9834 0.9867 0.9900 0.9934 0.9967 1.0000 Transect Central1 Area: 0.0005 0.0019 0.0042 0.0074 0.0115 0.0162 0.0213 0.0270 0.0332 0.0398 0.0470 0.0547 0.0629 0.0716 0.0808 0.0905 0.1007 0.1114 0.1227 0.1344 0.1466 0.1594 0.1726 0.1864 0.2006 0.2154 0.2307 0.2464 0.2627 0.2795 0.2968 0.3145 0.3327 0.3513 0.3706 0.4053 0.4437 0.4828 0.5228 0.5636 0.6052 0.6477 0.6909 0.7345 0.7782 0.8221 0.8663 0.9106 0.9552 1.0000 Hrad: 0.0229 0.0458 0.0687 0.0916 0.1200 0.1508 0.1800 0.2081 0.2353 0.2618 0.2878 0.3133 0.3384 0.3633 0.3879 0.4123 0.4365 0.4606 0.4845 0.5083 0.5320 0.5556 0.5791 0.6026 0.6260 0.6493 0.6726 0.6958 0.7190 0.7422 0.7663 0.7922 0.8179 0.8434 0.8683 0.8533 0.8433 0.8397 0.8408 0.8452 0.8522 0.8611 0.8727 0.8870 0.9030 0.9204 0.9391 0.9586 0.9790 1.0000 Width: 0.0207 0.0414 0.0621 0.0828 0.0979 0.1092 0.1205 0.1317 0.1430 0.1542 0.1655 0.1768 0.1880 0.1993 0.2106 0.2218 0.2331 0.2443 0.2556 0.2669 0.2781 0.2894 0.3007 0.3119 0.3232 0.3344 0.3457 0.3570 0.3682 0.3795 0.3902 0.3999 0.4096 0.4193 0.5089 0.8438 0.8624 0.8810 0.8996 0.9182 0.9368 0.9554 0.9664 0.9712 0.9760 0.9808 0.9856 0.9904 0.9952 1.0000 Transect Central2 Area: 0.0004 0.0015 0.0033 0.0059 0.0093 0.0133 0.0178 0.0230 0.0287 0.0350 0.0419 0.0494 0.0575 0.0662 0.0755 0.0853 0.0957 0.1068 0.1184 0.1306 0.1434 0.1568 0.1707 0.1853 0.2004 0.2161 0.2325 0.2494 0.2669 0.2849 0.3036 0.3227 0.3424 0.3626 0.3833 0.4045 0.4263 0.4492 0.4770 0.5102 0.5490 0.5931 0.6392 0.6856 0.7323 0.7792 0.8264 0.8755 0.9331 1.0000 Hrad: 0.0232 0.0464 0.0696 0.0929 0.1172 0.1441 0.1701 0.1954 0.2203 0.2448 0.2691 0.2932 0.3171 0.3410 0.3647 0.3883 0.4119 0.4354 0.4589 0.4823 0.5057 0.5291 0.5524 0.5757 0.5990 0.6223 0.6455 0.6687 0.6920 0.7158 0.7412 0.7665 0.7917 0.8167 0.8416 0.8665 0.8912 0.9191 0.9394 0.9478 0.9469 0.9402 0.9382 0.9414 0.9484 0.9586 0.9711 0.9887 0.9992 1.0000 EXHIBIT D Width: 0.0104 0.0208 0.0312 0.0415 0.0514 0.0596 0.0678 0.0760 0.0842 0.0924 0.1006 0.1088 0.1171 0.1253 0.1335 0.1417 0.1499 0.1581 0.1663 0.1745 0.1827 0.1910 0.1992 0.2074 0.2156 0.2238 0.2320 0.2402 0.2484 0.2564 0.2637 0.2711 0.2784 0.2857 0.2931 0.3004 0.3077 0.3497 0.4263 0.5029 0.5794 0.6422 0.6460 0.6498 0.6537 0.6575 0.6613 0.7393 0.8696 1.0000 Transect South1 Area: 0.0005 0.0021 0.0047 0.0083 0.0127 0.0177 0.0234 0.0297 0.0367 0.0444 0.0527 0.0617 0.0714 0.0817 0.0927 0.1043 0.1166 0.1296 0.1432 0.1575 0.1725 0.1881 0.2044 0.2213 0.2389 0.2572 0.2761 0.2957 0.3159 0.3369 0.3584 0.3807 0.4036 0.4272 0.4514 0.4762 0.5017 0.5278 0.5545 0.5818 0.6097 0.6383 0.6674 0.6980 0.7329 0.7754 0.8236 0.8772 0.9360 1.0000 Hrad: 0.0204 0.0408 0.0612 0.0841 0.1098 0.1342 0.1576 0.1803 0.2026 0.2245 0.2461 0.2675 0.2887 0.3098 0.3308 0.3516 0.3724 0.3931 0.4138 0.4344 0.4550 0.4755 0.4960 0.5164 0.5369 0.5573 0.5776 0.5980 0.6184 0.6387 0.6590 0.6793 0.6996 0.7199 0.7404 0.7620 0.7835 0.8050 0.8264 0.8478 0.8690 0.8903 0.9114 0.9375 0.9626 0.9813 0.9929 0.9991 1.0011 1.0000 Width: 0.0157 0.0314 0.0471 0.0603 0.0703 0.0803 0.0902 0.1001 0.1101 0.1200 0.1299 0.1399 0.1498 0.1597 0.1697 0.1796 0.1896 0.1995 0.2094 0.2194 0.2293 0.2392 0.2492 0.2591 0.2690 0.2790 0.2889 0.2989 0.3088 0.3187 0.3287 0.3386 0.3485 0.3585 0.3683 0.3775 0.3867 0.3959 0.4051 0.4143 0.4235 0.4327 0.4419 0.4874 0.5754 0.6847 0.7635 0.8423 0.9212 1.0000 ********************* Control Actions Taken ********************* ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.000 0.000 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 410.551 133.784 External Outflow ......... 401.733 130.911 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Seepage Loss ............. 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 8.801 2.868 Continuity Error (%) ..... 0.004 *************************** Time-Step Critical Elements *************************** Link S_Outfall (60.66%) Link Outfall (9.17%) Link CGP_Outfall (1.44%) EXHIBIT D ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.59 sec Average Time Step : 5.86 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- NorthOut JUNCTION 1.93 5.49 13.01 0 18:41 SouthOut JUNCTION 2.89 5.62 8.12 0 18:44 Export_US JUNCTION 2.33 6.44 12.99 0 18:41 Export_DS JUNCTION 2.19 6.23 12.89 0 18:42 WWeems_US JUNCTION 3.19 9.12 12.82 0 18:43 WWeems_DS JUNCTION 3.27 9.18 12.80 0 18:44 Central JUNCTION 2.53 7.15 12.85 0 18:42 SH146 OUTFALL 2.89 5.62 7.92 0 18:44 North_Basin STORAGE 2.56 7.31 14.81 0 18:59 South_Basin STORAGE 3.83 10.09 12.79 0 18:44 CGP_Detn STORAGE 3.00 7.43 14.94 0 20:06 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- NorthOut JUNCTION 55.00 97.93 0 17:07 5.43 31.5 0.034 SouthOut JUNCTION 0.00 398.25 0 18:44 0 131 0.000 Export_US JUNCTION 55.00 141.11 0 16:53 5.43 36.7 -0.001 Export_DS JUNCTION 77.00 207.15 0 16:47 7.6 44.3 0.010 WWeems_US JUNCTION 181.50 511.63 0 16:44 17.9 80.2 0.066 WWeems_DS JUNCTION 0.00 471.49 0 16:44 0 80.1 -0.021 Central JUNCTION 181.50 371.11 0 16:44 17.9 62.2 -0.044 SH146 OUTFALL 0.00 398.25 0 18:44 0 131 0.000 North_Basin STORAGE 237.49 247.04 0 16:45 21.8 26.6 0.002 South_Basin STORAGE 542.99 992.48 0 16:40 53 133 0.023 CGP_Detn STORAGE 66.60 66.60 0 16:30 4.62 4.62 0.001 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- North_Basin STORAGE 11.47 4.253 0.987 CGP_Detn STORAGE 22.68 5.933 2.567 EXHIBIT D ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Infil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- North_Basin 569.434 29 0 0 1701.464 87 0 18:59 71.09 South_Basin 2178.036 34 0 0 5964.383 94 0 18:44 398.25 CGP_Detn 111.204 9 0 0 365.600 30 0 20:06 12.31 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- SH146 99.42 121.29 398.25 130.901 ----------------------------------------------------------- System 99.42 121.29 398.25 130.901 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- N_Outfall CONDUIT 71.09 0 21:29 7.90 4.58 1.00 Outfall CHANNEL 398.25 0 18:44 3.63 0.19 0.54 S_Outfall CONDUIT 398.25 0 18:44 11.43 1.75 0.97 N_Channel CHANNEL 93.08 0 17:03 1.32 0.04 0.58 Export_Culvert CONDUIT 135.27 0 16:54 2.82 0.56 1.00 WWeems_Culvert CONDUIT 471.49 0 16:44 2.18 0.51 1.00 C_Channel1 CHANNEL 195.68 0 16:49 1.32 0.09 0.63 C_Channel2 CHANNEL 334.26 0 16:46 1.98 0.09 0.70 S_Channel CHANNEL 453.95 0 16:44 2.15 0.14 0.86 CGP_Outfall CONDUIT 12.31 1 00:19 6.97 9.77 1.00 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- N_Outfall 1.00 0.00 0.00 0.00 0.98 0.00 0.02 0.00 0.00 0.05 Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 S_Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.16 N_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.81 0.00 Export_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 WWeems_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 C_Channel1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.80 0.00 C_Channel2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.33 0.00 S_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.49 0.00 CGP_Outfall 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 EXHIBIT D ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- N_Outfall 8.01 8.01 8.01 17.29 8.01 S_Outfall 0.01 0.01 0.01 8.68 0.01 Export_Culvert 6.69 6.69 6.69 0.01 0.01 WWeems_Culvert 7.66 7.66 7.66 1.36 0.01 CGP_Outfall 22.26 22.26 22.26 32.20 22.26 Analysis begun on: Wed Apr 06 07:28:58 2016 Analysis ended on: Wed Apr 06 07:28:59 2016 Total elapsed time: 00:00:01 EXHIBIT D EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.005) -------------------------------------------------------------- Port Crossing Detention System WARNING 02: maximum depth increased for Node NorthOut WARNING 02: maximum depth increased for Node Export_US WARNING 02: maximum depth increased for Node Export_DS WARNING 02: maximum depth increased for Node WWeems_US WARNING 02: maximum depth increased for Node WWeems_DS WARNING 02: maximum depth increased for Node Central ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Flow Routing Method ...... DYNWAVE Starting Date ............ JUN-01-2007 00:00:00 Ending Date .............. JUN-04-2007 02:45:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Routing Time Step ........ 10.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Head Tolerance ........... 0.005000 ft ************* Element Count ************* Number of rain gages ...... 0 Number of subcatchments ... 0 Number of nodes ........... 11 Number of links ........... 10 Number of pollutants ...... 0 Number of land uses ....... 0 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- NorthOut JUNCTION 7.52 10.20 0.0 Yes SouthOut JUNCTION 2.50 10.50 0.0 Export_US JUNCTION 6.55 10.20 0.0 Yes Export_DS JUNCTION 6.66 10.60 0.0 Yes WWeems_US JUNCTION 3.70 11.60 0.0 Yes WWeems_DS JUNCTION 3.62 11.20 0.0 Central JUNCTION 5.70 11.60 0.0 Yes SH146 OUTFALL 2.30 10.35 0.0 North_Basin STORAGE 7.50 8.30 0.0 Yes South_Basin STORAGE 2.70 10.70 0.0 Yes CGP_Detn STORAGE 7.51 10.00 0.0 Yes ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- N_Outfall North_Basin NorthOut CONDUIT 90.0 0.0444 0.0150 Outfall SouthOut SH146 CONDUIT 50.0 0.4000 0.0500 S_Outfall South_Basin SouthOut CONDUIT 84.0 0.2381 0.0150 N_Channel NorthOut Export_US CONDUIT 806.0 0.1203 0.0400 Export_Culvert Export_US Export_DS CONDUIT 74.0 -0.1486 0.0150 EXHIBIT D ************ Link Summary - continued ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- WWeems_Culvert WWeems_US WWeems_DS CONDUIT 110.0 0.0727 0.0150 C_Channel1 Export_DS Central CONDUIT 1282.0 0.0749 0.0400 C_Channel2 Central WWeems_US CONDUIT 1327.0 0.1507 0.0400 S_Channel WWeems_DS South_Basin CONDUIT 528.0 0.1742 0.0400 CGP_Outfall CGP_Detn North_Basin CONDUIT 97.0 0.0103 0.0110 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- N_Outfall RECT_CLOSED 3.00 9.00 0.75 3.00 1 15.52 Outfall OutfallChannel 10.35 418.53 4.41 160.00 1 2114.17 S_Outfall RECT_CLOSED 6.00 36.00 1.50 6.00 1 228.03 N_Channel North 10.20 714.71 3.97 187.00 1 2309.47 Export_Culvert RECT_CLOSED 4.00 48.00 1.50 12.00 1 240.24 WWeems_Culvert RECT_CLOSED 6.00 72.00 2.00 12.00 3 305.35 C_Channel1 Central1 10.60 816.75 4.58 173.00 1 2288.50 C_Channel2 Central2 11.60 855.48 4.91 264.00 1 3562.65 S_Channel South1 11.20 661.91 5.41 197.00 1 3164.09 CGP_Outfall CIRCULAR 1.50 1.77 0.38 1.50 1 1.26 **************** Transect Summary **************** Transect OutfallChannel Area: 0.0004 0.0014 0.0032 0.0057 0.0089 0.0128 0.0174 0.0228 0.0288 0.0356 0.0431 0.0512 0.0601 0.0698 0.0801 0.0911 0.1028 0.1153 0.1285 0.1423 0.1569 0.1722 0.1883 0.2050 0.2224 0.2406 0.2594 0.2790 0.2993 0.3203 0.3421 0.3647 0.3883 0.4128 0.4382 0.4646 0.4918 0.5199 0.5490 0.5789 0.6098 0.6418 0.6749 0.7093 0.7449 0.7816 0.8221 0.8703 0.9275 1.0000 Hrad: 0.0225 0.0450 0.0675 0.0899 0.1124 0.1349 0.1574 0.1799 0.2024 0.2249 0.2473 0.2698 0.2923 0.3148 0.3373 0.3598 0.3823 0.4047 0.4272 0.4497 0.4722 0.4947 0.5172 0.5397 0.5622 0.5846 0.6071 0.6296 0.6521 0.6746 0.6925 0.7097 0.7274 0.7454 0.7638 0.7825 0.8014 0.8206 0.8399 0.8595 0.8780 0.8907 0.9041 0.9182 0.9329 0.9481 0.9711 0.9854 0.9963 1.0000 Width: 0.0090 0.0180 0.0270 0.0360 0.0450 0.0540 0.0630 0.0720 0.0809 0.0899 0.0989 0.1079 0.1169 0.1259 0.1349 0.1439 0.1529 0.1619 0.1709 0.1799 0.1889 0.1979 0.2069 0.2159 0.2249 0.2338 0.2428 0.2518 0.2608 0.2698 0.2808 0.2923 0.3038 0.3153 0.3268 0.3383 0.3498 0.3613 0.3728 0.3843 0.3965 0.4116 0.4267 0.4419 0.4570 0.4722 0.5595 0.6582 0.8288 1.0000 Transect North Area: 0.0004 0.0016 0.0035 0.0063 0.0097 0.0138 0.0183 0.0232 0.0287 0.0347 0.0411 0.0480 0.0554 0.0633 0.0716 0.0805 0.0898 0.0996 0.1099 0.1207 0.1320 0.1437 0.1559 0.1686 0.1818 0.1955 0.2097 0.2243 0.2394 0.2550 0.2711 0.2877 0.3048 0.3223 0.3402 0.3586 0.3811 0.4093 0.4432 0.4828 0.5280 0.5787 0.6307 0.6829 0.7353 0.7879 0.8407 0.8936 0.9467 1.0000 EXHIBIT D Hrad: 0.0253 0.0506 0.0759 0.1016 0.1307 0.1632 0.1941 0.2239 0.2528 0.2811 0.3089 0.3363 0.3633 0.3901 0.4167 0.4431 0.4693 0.4954 0.5213 0.5472 0.5730 0.5987 0.6243 0.6499 0.6754 0.7009 0.7263 0.7517 0.7771 0.8024 0.8277 0.8529 0.8787 0.9074 0.9358 0.9662 0.9918 1.0001 0.9953 0.9814 0.9618 0.9418 0.9324 0.9305 0.9341 0.9419 0.9529 0.9667 0.9825 1.0000 Width: 0.0147 0.0295 0.0442 0.0587 0.0707 0.0797 0.0888 0.0978 0.1069 0.1159 0.1250 0.1340 0.1431 0.1521 0.1612 0.1703 0.1793 0.1884 0.1974 0.2065 0.2155 0.2246 0.2336 0.2427 0.2517 0.2608 0.2698 0.2789 0.2879 0.2970 0.3060 0.3151 0.3239 0.3316 0.3393 0.3683 0.4749 0.5815 0.6881 0.7947 0.9013 0.9734 0.9768 0.9801 0.9834 0.9867 0.9900 0.9934 0.9967 1.0000 Transect Central1 Area: 0.0005 0.0019 0.0042 0.0074 0.0115 0.0162 0.0213 0.0270 0.0332 0.0398 0.0470 0.0547 0.0629 0.0716 0.0808 0.0905 0.1007 0.1114 0.1227 0.1344 0.1466 0.1594 0.1726 0.1864 0.2006 0.2154 0.2307 0.2464 0.2627 0.2795 0.2968 0.3145 0.3327 0.3513 0.3706 0.4053 0.4437 0.4828 0.5228 0.5636 0.6052 0.6477 0.6909 0.7345 0.7782 0.8221 0.8663 0.9106 0.9552 1.0000 Hrad: 0.0229 0.0458 0.0687 0.0916 0.1200 0.1508 0.1800 0.2081 0.2353 0.2618 0.2878 0.3133 0.3384 0.3633 0.3879 0.4123 0.4365 0.4606 0.4845 0.5083 0.5320 0.5556 0.5791 0.6026 0.6260 0.6493 0.6726 0.6958 0.7190 0.7422 0.7663 0.7922 0.8179 0.8434 0.8683 0.8533 0.8433 0.8397 0.8408 0.8452 0.8522 0.8611 0.8727 0.8870 0.9030 0.9204 0.9391 0.9586 0.9790 1.0000 Width: 0.0207 0.0414 0.0621 0.0828 0.0979 0.1092 0.1205 0.1317 0.1430 0.1542 0.1655 0.1768 0.1880 0.1993 0.2106 0.2218 0.2331 0.2443 0.2556 0.2669 0.2781 0.2894 0.3007 0.3119 0.3232 0.3344 0.3457 0.3570 0.3682 0.3795 0.3902 0.3999 0.4096 0.4193 0.5089 0.8438 0.8624 0.8810 0.8996 0.9182 0.9368 0.9554 0.9664 0.9712 0.9760 0.9808 0.9856 0.9904 0.9952 1.0000 Transect Central2 Area: 0.0004 0.0015 0.0033 0.0059 0.0093 0.0133 0.0178 0.0230 0.0287 0.0350 0.0419 0.0494 0.0575 0.0662 0.0755 0.0853 0.0957 0.1068 0.1184 0.1306 0.1434 0.1568 0.1707 0.1853 0.2004 0.2161 0.2325 0.2494 0.2669 0.2849 0.3036 0.3227 0.3424 0.3626 0.3833 0.4045 0.4263 0.4492 0.4770 0.5102 0.5490 0.5931 0.6392 0.6856 0.7323 0.7792 0.8264 0.8755 0.9331 1.0000 Hrad: 0.0232 0.0464 0.0696 0.0929 0.1172 0.1441 0.1701 0.1954 0.2203 0.2448 0.2691 0.2932 0.3171 0.3410 0.3647 0.3883 0.4119 0.4354 0.4589 0.4823 0.5057 0.5291 0.5524 0.5757 0.5990 0.6223 0.6455 0.6687 0.6920 0.7158 0.7412 0.7665 0.7917 0.8167 0.8416 0.8665 0.8912 0.9191 0.9394 0.9478 0.9469 0.9402 0.9382 0.9414 0.9484 0.9586 0.9711 0.9887 0.9992 1.0000 EXHIBIT D Width: 0.0104 0.0208 0.0312 0.0415 0.0514 0.0596 0.0678 0.0760 0.0842 0.0924 0.1006 0.1088 0.1171 0.1253 0.1335 0.1417 0.1499 0.1581 0.1663 0.1745 0.1827 0.1910 0.1992 0.2074 0.2156 0.2238 0.2320 0.2402 0.2484 0.2564 0.2637 0.2711 0.2784 0.2857 0.2931 0.3004 0.3077 0.3497 0.4263 0.5029 0.5794 0.6422 0.6460 0.6498 0.6537 0.6575 0.6613 0.7393 0.8696 1.0000 Transect South1 Area: 0.0005 0.0021 0.0047 0.0083 0.0127 0.0177 0.0234 0.0297 0.0367 0.0444 0.0527 0.0617 0.0714 0.0817 0.0927 0.1043 0.1166 0.1296 0.1432 0.1575 0.1725 0.1881 0.2044 0.2213 0.2389 0.2572 0.2761 0.2957 0.3159 0.3369 0.3584 0.3807 0.4036 0.4272 0.4514 0.4762 0.5017 0.5278 0.5545 0.5818 0.6097 0.6383 0.6674 0.6980 0.7329 0.7754 0.8236 0.8772 0.9360 1.0000 Hrad: 0.0204 0.0408 0.0612 0.0841 0.1098 0.1342 0.1576 0.1803 0.2026 0.2245 0.2461 0.2675 0.2887 0.3098 0.3308 0.3516 0.3724 0.3931 0.4138 0.4344 0.4550 0.4755 0.4960 0.5164 0.5369 0.5573 0.5776 0.5980 0.6184 0.6387 0.6590 0.6793 0.6996 0.7199 0.7404 0.7620 0.7835 0.8050 0.8264 0.8478 0.8690 0.8903 0.9114 0.9375 0.9626 0.9813 0.9929 0.9991 1.0011 1.0000 Width: 0.0157 0.0314 0.0471 0.0603 0.0703 0.0803 0.0902 0.1001 0.1101 0.1200 0.1299 0.1399 0.1498 0.1597 0.1697 0.1796 0.1896 0.1995 0.2094 0.2194 0.2293 0.2392 0.2492 0.2591 0.2690 0.2790 0.2889 0.2989 0.3088 0.3187 0.3287 0.3386 0.3485 0.3585 0.3683 0.3775 0.3867 0.3959 0.4051 0.4143 0.4235 0.4327 0.4419 0.4874 0.5754 0.6847 0.7635 0.8423 0.9212 1.0000 ********************* Control Actions Taken ********************* ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.000 0.000 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 228.064 74.318 External Outflow ......... 219.897 71.657 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Seepage Loss ............. 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 8.148 2.655 Continuity Error (%) ..... 0.008 *************************** Time-Step Critical Elements *************************** Link S_Outfall (47.15%) Link Outfall (10.91%) Link CGP_Outfall (1.22%) EXHIBIT D ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 6.87 sec Maximum Time Step : 10.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- NorthOut JUNCTION 1.20 3.24 10.76 0 17:13 SouthOut JUNCTION 2.23 4.73 7.23 0 18:36 Export_US JUNCTION 1.49 4.01 10.56 0 17:05 Export_DS JUNCTION 1.36 3.82 10.48 0 17:04 WWeems_US JUNCTION 1.98 5.90 9.60 0 18:33 WWeems_DS JUNCTION 2.06 5.97 9.59 0 18:33 Central JUNCTION 1.57 4.25 9.95 0 17:00 SH146 OUTFALL 2.23 4.73 7.03 0 18:36 North_Basin STORAGE 1.50 4.48 11.98 0 18:13 South_Basin STORAGE 2.51 6.85 9.55 0 18:36 CGP_Detn STORAGE 1.68 4.81 12.32 0 18:28 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- NorthOut JUNCTION 35.50 70.64 0 17:46 3.04 16.9 0.065 SouthOut JUNCTION 0.00 251.81 0 18:36 0 71.7 0.001 Export_US JUNCTION 35.50 92.25 0 17:15 3.04 19.8 -0.007 Export_DS JUNCTION 49.70 130.40 0 17:02 4.26 24 0.047 WWeems_US JUNCTION 117.15 332.11 0 16:52 10 44.1 0.102 WWeems_DS JUNCTION 0.00 321.21 0 16:52 0 44.1 -0.043 Central JUNCTION 117.15 231.26 0 16:53 10 34 -0.085 SH146 OUTFALL 0.00 251.81 0 18:36 0 71.7 0.000 North_Basin STORAGE 151.90 160.18 0 16:45 11.6 14.4 0.003 South_Basin STORAGE 347.99 650.82 0 16:45 29.7 73.7 0.043 CGP_Detn STORAGE 45.40 45.40 0 16:29 2.6 2.6 0.002 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- North_Basin STORAGE 5.61 1.416 3.824 CGP_Detn STORAGE 14.48 3.314 5.186 EXHIBIT D ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Infil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- North_Basin 322.618 16 0 0 994.425 51 0 18:13 57.57 South_Basin 1391.044 22 0 0 3917.966 62 0 18:36 251.81 CGP_Detn 43.053 4 0 0 166.530 14 0 18:28 8.33 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- SH146 99.21 64.84 251.81 71.651 ----------------------------------------------------------- System 99.21 64.84 251.81 71.651 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- N_Outfall CONDUIT 57.57 0 18:33 6.40 3.71 1.00 Outfall CHANNEL 251.81 0 18:36 3.24 0.12 0.46 S_Outfall CONDUIT 251.81 0 18:36 7.82 1.10 0.89 N_Channel CHANNEL 71.24 0 17:44 1.22 0.03 0.35 Export_Culvert CONDUIT 93.28 0 17:18 2.01 0.39 0.98 WWeems_Culvert CONDUIT 321.21 0 16:52 1.90 0.35 0.99 C_Channel1 CHANNEL 130.85 0 17:08 1.31 0.06 0.38 C_Channel2 CHANNEL 228.06 0 17:00 2.15 0.06 0.43 S_Channel CHANNEL 316.33 0 16:52 2.87 0.10 0.57 CGP_Outfall CONDUIT 8.33 0 16:40 4.72 6.61 1.00 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- N_Outfall 1.00 0.00 0.00 0.00 0.97 0.00 0.03 0.00 0.00 0.04 Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 S_Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.10 N_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.89 0.00 Export_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 WWeems_Culvert 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 C_Channel1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.88 0.00 C_Channel2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.35 0.00 S_Channel 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.56 0.00 CGP_Outfall 1.00 0.00 0.00 0.00 0.98 0.01 0.00 0.00 0.00 0.00 EXHIBIT D ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- N_Outfall 2.09 2.09 2.09 10.20 2.09 S_Outfall 0.01 0.01 0.01 2.78 0.01 WWeems_Culvert 0.01 0.01 0.01 0.43 0.01 CGP_Outfall 14.09 14.09 14.09 17.89 14.09 Analysis begun on: Wed Apr 06 07:30:12 2016 Analysis ended on: Wed Apr 06 07:30:13 2016 Total elapsed time: 00:00:01 EXHIBIT E AREA MAP µ WY PK T ON M AIR F W LOCATION OF PROPERTY W M ST R EXPORT D 1 inch = 400 feet EXHIBIT F EXHIBIT F EXHIBIT F EXHIBIT F EXHIBIT F EXHIBIT G ZONING MAP µ HI WY PK T ON M AIR F W GC LOCATION OF PROPERTY W M ST LI PUD Legend GENERAL COMMERCIAL LIGHT INDUSTRIAL HEAVY INDUSTRIAL R EXPORT D PLANNED UNITY DEVELOPMENT 1 inch = 400 feet EXHIBIT H FUTURE LAND USE MAP µ COM LOCATION OF PROPERTY W M ST PO BI Legend LI COMMERCIAL BUSINESS INDUSTRIAL LIGHT INDUSTRIAL HEAVY INDUSTRIAL PARKS AND OPEN SPACE R EXPORT D HI 1 inch = 400 feet CityofLaPorte,Texas PlanningandZoningCommission May19,2016 AGENDAITEM6 ConsiderapprovalofLocLomaΑSection1Replat(#1697000002) fortheReplatofLots69and1113,Block1,ofLocLomaSubdivisionΑSection1. Applicant:W.DeanLawther,Owner 9ƩźĭW͵9ƓƭĻǤͲ/źƷǤtƌğƓƓĻƩ tƌğƓƓźƓŭğƓķ5ĻǝĻƌƚƦƒĻƓƷ5ĻƦğƩƷƒĻƓƷ /źƷǤƚŅ\[ğtƚƩƷĻͲĻǣğƭ PlanningandZoningCommissionRegularMeeting May19,2016 Replat,Lots69and1113,Block1,LocLomaSubdivisionΑSection1 PlanningandDevelopmentDepartment StaffReport ISSUE ShouldthePlanningandZoningCommissionapprovetherequestedLocLomaΑSection 1ReplatforthereplatofLots69and1113,Block1,LocLomaSubdivisionΑSection1? RECOMMENDATION Staffrecommendsapprovaloftheproposedreplatsubjecttotheconditionthatadeed restrictionberecordedsimultaneouslywiththereplatrequiringcompliancewithall restrictionscontainedintheͻwĻƭƷƩźĭƷźƚƓƭͼrecordedatthetimeoftheoriginalLocLoma Subdivisionplat. DISCUSSION !ƦƦƌźĭğƓƷƭRequest: TheapplicantandpropertyownerinthiscaseisW.DeanLawther.Mr.Lawtheris requestingapprovalofareplatofsomeexistinglotsownedbytheapplicant.Mr. LawtherownsLots69and1113,Block1,oftheLocLomaSubdivisionΑSection1.The createtwoadditionallots,Lots9Aand13Aforsinglefamily proposedreplatwould residentialdevelopment.Inotherwords,wheretherewere7lotsoriginallyplattedas partoftheLocLomaplat,theproposedreplatwouldaddanadditional2lots,therefore squarefeetto11,652squarefeet totaling9lots.Allproposedlotswillrangefrom6,000 inarea. BackgroundInformation: TheLocLomaSubdivisionislocatednorthofN.HStreetnearUnderwoodRoad.The attachedExhibitBisanAreaMapshowingthelocationoftheproposedreplat. Thesubjectsiteis1.4250acresinareaandiszonedR1,LowDensityResidential.The ĭźƷǤƭFutureLandUsePlan,asidentifiedintheComprehensivePlan,indicatesthissite forLowDensityResidentiallanduse.TheattachedExhibitCshowsthezoningandland useforthesubjectsiteandsurroundingarea. 1 PlanningandZoningCommissionRegularMeeting May19,2016 Replat,Lots69and1113,Block1,LocLomaSubdivisionΑSection1 Discussion: Residentialrequirements. Section106333(a)includesthevariouszoningrequirementsforresidential development. 1.Singlefamilydetacheddevelopmentrequiresaminimumlotareaof6,000 squarefeet.Allproposedlotsmeetorexceedsuchrequirement. 2.Thecoderequiresaminimum50footlotwidth.Themeasurementofthelot widthoncurvedlotsismadeatthefrontsetback.Inthiscasealllotscomplywith thisrequirement. 3.Yardsetbacksareasfollows:front25feet,sides5feet,rear15feet.Allsetbacks willbeverifiedatthetimebuildingpermitsareissuedforeachhouse. maximumheightallowedforasinglefamilydetachedstructureis35feet 4.The andwillbeverifiedwiththeissuanceaofbuildingpermitforeachhouse. 5.Theminimumsiteareaanddensitywillnotexceedthoseallowancesforlotsin incompliancewiththesecode theR1zonedistrict.Theproposedreplatis requirements. 6.Themaximumlotcoverageis40%andwillbeverifiedatthetimebuilding permitsareissuedforeachhouse. Stafffindstheproposedreplatisincompliancewiththeresidentialrequirementsset forthinSection10633(a)ofthe/źƷǤƭCodeofOrdinances. Utilities. ThereareexistingwaterandsewerlinesintheLocLomarightofwaytoaccommodate thisproposeddevelopment.Thecityhassufficientcapacitytoaccommodatethetwo additionallotsproposedwiththereplat. DryUtilities:ThereisanexistingЊЏutilityeasementwithintherearyardofalllotsin thesubdivisiontoaccommodategas,electricity,cableandphoneutilities.Theattached ExhibitFincludesͻźƌƌ{ĻƩǝĻͼlettersfromallfranchiseutilityproviders. Access. AlllotsfrontonLocLomaLaneandwilltakedirectaccessfromtheexistingroadway. DeedRestrictions. Statelawallowsforthereplattingofthesubjectparcelsprovidedthatthereareno modificationsfromanyexistingdeedrequirements.Theapplicanthasindicatedthatthe lotswithintheproposedreplatwillcomplywithallDeedRestrictionsrecordedwith HarrisCountyatthetimethesubdivisionwasoriginallyplatted.TheattachedExhibitEis acopyoftheͻwĻƭƷƩźĭƷźƚƓƭLocLomaSubdivision,SectionOne,HarrisCounty,Ļǣğƭͼ (recordedSeptember9,1980).ShouldtheCommissionapprovetheproposedreplat, staffrecommendsadeedrestrictionberecordedsimultaneouslywiththereplat 2 PlanningandZoningCommissionRegularMeeting May19,2016 Replat,Lots69and1113,Block1,LocLomaSubdivisionΑSection1 requiringcompliancewithallrestrictionscontainedintheͻwĻƭƷƩźĭƷźƚƓƭͼrecordedatthe timeoftheoriginalLocLomaSubdivisionplatrecordedSeptember9,1980. ParkDevelopmentFees. Thedeveloperwillberesponsibleforpayingtherequiredparkdevelopmentfeesatthe timeofbuildingpermitforeachhouse.TheDevelopmentOrdinancerequirespayment ofa$318feeperdwellingunitforparkdevelopmentand$490forcashpaymentinlieu oflanddedication.Asaresult,atthetimeofbuildingpermitissuanceforeachlotthe applicantwillberesponsibleforpaymentof$490+$318=$808tocoverthecash paymentinlieuoflanddedicationandparkdevelopmentfee. ATTACHMENTS ExhibitA:ApplicationandReplat ExhibitB:AreaMap ExhibitC:ZoningMap ExhibitD:LandUseMap ExhibitE:RestrictionsLocLomaSubdivision,SectionOne ExhibitF:FranchiseUtilityWillServeLetters 3 EXHIBIT A EXHIBIT B AREA MAP ST PARROW S LOCATION OF PROPOSED REPLAT CARDINAL ST LOCATION OF PROPOSED REPLAT BL UEBIRD LN HUMMINGBIRD ROBIN ST N H ST 1 inch = 200 feet EXHIBIT C ZONING MAP ST PARROW S LOCATION OF PROPOSED REPLAT CARDINAL ST LOCATION OF PROPOSED REPLAT BL UEBIRD LN R-1 GC HUMMINGBIRD ROBIN ST N H ST Legend Zoning LLD LARGE LOT DISTRICT LOW DENSITY RESIDENTIAL GENERAL COMMERCIAL 1 inch = 200 feet EXHIBIT D FUTURE LAND USE MAP ST PARROW LDR S LOCATION OF PROPOSED REPLAT COM CARDINAL ST PI BL UEBIRD LN LOCATION OF PROPOSED HUMMINGBIRD REPLAT ROBIN ST N H ST LAND USE LARGE LOT RESIDENTIAL LOW-DENSITY RESIDENTIAL LL COMMERCIAL PUBLIC / INSTITUTIONAL EXHIBIT E EXHIBIT E EXHIBIT E EXHIBIT E EXHIBIT F EXHIBIT F EXHIBIT F EXHIBIT F