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O-17-31
113 SURFACEPARKING SPACESPONDLOADING TTGENERATOR Pool- I-94 EDENS EXPRESSWAY -TO ILLINOIS TOLLROADI-294/I-94 INTERCHANGE- ARBOR LAKE OFFICES - 6-STORY BUILDING- ARBOR LAKE -PARKING DECK- GIDWITZ PLACE -6-STORY BUILDING- AMLI DEERFIELD -4-STORY BUILDING - WALGREENS - 3-STORYOFFICE BUILDING- BIRCHWOOD AVENUE - (SIGNALIZED)- NORTH FRONTAGE ROAD -- MIDDLE ROAD -- EMBASSY SUITES -7-STORY BUILDING- SOUTH ROAD -- HUEHL ROAD -- OFFICES - 4-STORY- FRIEND CENTER -1-STORY BUILDING- WILMOT ROAD - INTERSECTION (SIGNALIZED)TO METRA MILWAUKEEDISTRICT NORTH LINE- LAKE COOK ROAD -- MIDDLE ROAD -- JUF Deerfield Senior Residences -6-STORY BUILDINGJUF Deerfield Senior Residences04.20.2017Deerfield, IL0' 40' 80'160'NSite Context PlanSCP-1 TAG#443TAG#439TAG#441TAG#440TAG#444T.O.P.CP#3BUS SHELTERSIGNCP-135636" SAN. (NSSD)SIDEWALKRIMT.O.P.TAG#1702TAG#1701TAG#226TAG#227TAG#262TAG#259TAG#265TAG#264TAG#263TAG#249TAG#252TAG#256TAG#257TAG#234TAG#237TAG#240TAG#242TAG#251TAG#247TAG#253TAG#248TAG#250TAG#235TAG#233TAG#255TAG#254TAG#232TAG#238TAG#231TAG#241TAG#246TAG#239TAG#243TAG#245TAG#244TAG#405TAG#409TAG#410TAG#479TAG#488TAG#414TAG#416TAG#407TAG#475TAG#406TAG#489TAG#423TAG#404TAG#490TAG#487TAG#481TAG#408TAG#412TAG#476TAG#478TAG#480TAG#421TAG#445TAG#413TAG#417TAG#427TAG#415?TAG#419TAG#425TAG#422TAG#428TAG#438TAG#424TAG#430TAG#434TAG#426TAG#429TAG#433TAG#435TAG#436TAG#432TAG#431TAG#494TAG#437TAG#497TAG#418TAG#495TAG#399TAG#493TAG#403TAG#492TAG#498TAG#496TAG#402TAG#499TAG#400TAG#1703TAG#500TAG#401TAG#411TAG#1205TAG#1204TAG#1734TAG#1737TAG#1738TAG#1733TAG#486TAG#267CP#9CP#12CP#15CP#21TRANSTRANSSIGNTAG#266SIGN12" DIP WM8" PVC8" PVCSUMACSUMACCRABAPPLETREE_LILACJUF Deerfield Senior ResidencesDeerfield, IL0'40' 80'160'NExisting Tree Inventory and Removal Plan04.20.2017L1.0 JUF Deerfield Senior ResidencesDeerfield, ILPlant PaletteL1.4SHADE TREEGymnocladus dioica 'Espresso'Kentucky CoffeetreeORNAMENTAL TREE 1 - PERIMETERORNAMENTAL TREE 2 - BUILDING FOUNDATIONEVERGREEN TREEPicea glauca 'Densata'Black Hills SpruceJuniperus chinensis'Mountbatten'Mountbatten JuniperPicea pungensColorado SpruceThuja occidentalisAmerican ArborvitaeAcer freemanni 'Armstrong'Freeman MapleUlmus x 'Frontier'American ElmGlenditsia sinensisHoneylocustSyringa reticulataJapanese Tree LilacMalus x 'Spring Snow'Spring Snow Crab AppleAmelanchier alnifoliaServiceberryAcer triflorumThree Flowered MapleAmelanchier alnifoliaServiceberryCarpinus carolinianaAmerican HornbeamCercis canadensisEastern RedbudCornus alternifoliaPagoda DogwoodMagnolia stellataStar MagnoliaORNAMENTAL TREE 3 - COURTYARDCercis canadensisEastern RedbudMalus x 'Spring Snow'Spring Snow Crab ApplePyrus calleryanaOrnamental PearAmelanchier x grandifloraApple Serviceberry JUF Deerfield Senior ResidencesDeerfield, ILPlant PaletteL1.5FOUNDATION PLANTINGHEDGE SCREENBuxus microphylla 'Wintergreen'Wintergreen BoxwoodPERENNIALGROUND COVERViburnum dentatum 'Arrowwood'Arrowwood ViburnumHydrangea paniculata 'Tardiva'Tardiva HydrangeaTaxus x media 'Everlow'Everlow YewSyringa meyeri 'Palibin'Dwarf Korean LilacPachysandra terminalis 'Green Carpet'Japanese SpurgeRhus aromaticaFragrant SumacCotoneaster lucidusHedge CotoneasterRibes alpinumAlpine CurrantEchinacea purpureaPurple ConeflowerRudbeckia fulgida 'Goldsturm'Goldsturm Black-eyed SusanHemerocallis x 'Happy Returns'Happy Returns DaylilyJuniperus x pfitzeriana 'Sea Green'Sea Green JuniperAronia arbutifoliaRed ChokeberryEuonymus alatus 'Compactus'Compact Burning BushRhus aromaticaFragrant Sumac JUF Deerfi eld Senior ResidencesCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDAerial View JUF Deerfi eld Senior ResidencesCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDAerial View: Cropped JUF Deerfi eld Senior ResidencesCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDSouthwest Corner JUF Deerfi eld Senior ResidencesCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDNorthwest Corner 113 SURFACEPARKING SPACES EXISTING EASEMENTDRIVE TO BERELOCATED EXIT ONLYENTER ONLYLOADINGT T GENERATORVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E 30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN 60"x 60"T-SHAPEDTURNING SPACE5'-10"5'-0"1'-6"WC-WAL L 60"x 66" WCCLEAR SPACEW/LAV OVERLAP1'-6 "WC-L AV x" LA V 2'-3 "REMOVABLE312"30"x 60" TUBCLEAR SPACE27" REMOVABLECABINET &COUNTERREMOVABLE BASE CABINET10"TYPE AVITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACE10'- 9"30"x 48" CLEARFLOOR SPACEVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 FREIGHTELEVATOR CABLE ELECTRASHSTORAGELOCKERS (x12) STORAGELOCKERS (x10) LOUNGE equip12'-0" x 30'-3"GARDENBELOW 2NDFLOORLANDSCAPEDTERRACE TERRACE POOL shwr VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-222090.58°50'-0" SIDE SETBACK 273'-81116"50'-0" SIDE SETBACK 373'-858" steam7x10 sauna7x14.5 steam7x10 sauna7x14.560"x 6 6" WCCLEAR S PACEW/LAV OVERLA P VITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACElockersshwr60"x 66" WCCLEAR SPACEW/LAV OVERLA P VITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACElockers WOMENS MENS VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 PORTCOCHEREROOF 40'-5"21'-7"39'-1"35'-0"37'-6"26'-0"37'-6"26'-0"26'-0"33'-712"35'-0"7'-0"34'-1"122'-0"34'-5"26'-0"51'-0"26'-0"26'-0"26'-0"26'-0"37'-6"37'-6"14'-6"18'-0"14'-6" 5'-6"31'-6"31'-6"122'-0"5'-6"31'-6"31'-6"35'-0"37'-6"26'-0"39'-1"37'-6"34'-5"34'-1"26'-0"35'-0"26'-0"43'-5"34'-3"34'-3"26'-0"26'-0"26'-0"33'-712"34'-3"34'-3"26'-0"38'-0"26'-0"37'-6"37'-6"14'-6"18'-0"14'-6"5'-512"266'-0"28'-1012"18'-6"333'-212"49'-0"143'-6"125'-112"56'-7"26'-0"26'-0"7'-0"305'-6"56'-7"5'-512"452'-11916"50'-0"REAR SETBACK100'-0"FRONT SETBACK37'-6"33'-712"BALCONY BALCONY STORAGELOCKERS (x28) PoolSCALE: 1'-0" = 64'-0"04.20.2017SECOND FLOOR PLANJUF DEERFIELD SENIOR RESIDENCESDEERFIELD, IL 113 SURFACEPARKING SPACES EXISTING EASEMENTDRIVE TO BERELOCATED EXIT ONLYENTER ONLYLOADINGT T GENERATOR60" x 60 " T-SH APED TURNI NG S PACE 5'-10 "5'-0" 1'-6"WC-WALL 60" x 66 " WCCLEAR SPACEW/LAV OVER LAP 1'-6"WC-LAVx" LAV2'-3"REMOVABLE312"30"x 6 0" TUBCLEAR S PACE 27" REMOVABLECABINET &COUNTERREMOVABLE BASE CABINET10"TYPE A VITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACE10'-9"30"x 4 8" CLEA RFLOOR SPACE VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E 30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE 5'-10" 5'-0"1'-6"WC-WALL60"x 66" WCCLEAR SPACEW/LAV OVERLAP 1'-6"WC-LAVx" LAV2'-3"REMOVABLE312"30"x 60" TUBCLEAR SPACE 27" REMOVA BLECABIN ET &COUNTERREMOVABLE BASE CAB INET 10" TYPE A VITREOUS CHINALAVATORYVESSELSK-222030"x 48" LA VCLEAR SPACE10'-9"30"x 48" CLEARFLOOR SPACE VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE5'-10"5'-0"1'-6"WC-WAL L 60"x 66" WCCLEAR SPACEW/LAV OVERLAP1'-6 "WC-L AV x" LA V 2'-3 "REMOVABLE312"30"x 60" TUBCLEAR SPACE27" REMOVABLECABINET &COUNTERREMOVABLE BASE CABINET10"TYPE AVITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACE10'- 9"30"x 48" CLEARFLOOR SPACEVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 FREIGHTELEVATOR CABLE ELEC STORAGELOCKERS (x12) STORAGELOCKERS (x10) 2NDFLOORLANDSCAPEDTERRACEBELOW TERRACEBELOW 89 . 5 4 °90.58°90.47°602'-1158"50'-0" SIDE SETBACK 273'-81116"50'-0" SIDE SETBACK 373'-858" VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 BALCONY BALCONY BALCONY BALCONY BALCONYBALCONY BALCONY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY ROOFOVERPOOL TRASHPORTCOCHEREROOF 39'-1"35'-0"37'-6"26'-0"37'-6"26'-0"26'-0"51'-0"35'-0"7'-0"34'-3"122'-0"34'-3"26'-0"33'-712"26'-0"26'-0"26'-0"26'-0"33'-712"37'-6"37'-6"14'-6"18'-0"14'-6" 5'-6"31'-6"31'-6"122'-0"5'-6"31'-6"31'-6"35'-0"37'-6"26'-0"39'-1"37'-6"34'-5"34'-1"26'-0"35'-0"26'-0"44'-2"34'-3"34'-3"26'-0"26'-0"26'-0"33'-712"34'-3"34'-3"26'-0"33'-712"26'-0"37'-6"37'-6"14'-6"18'-0"14'-6"5'-512"266'-0"49'-0"35'-1012"313'-1"49'-0"126'-112"125'-112"37'-10"26'-0"26'-0"7'-0"324'-3"37'-10"5'-512"452'-11916"50'-0"REAR SETBACK100'-0"FRONT SETBACK18'-0"SCALE: 1'-0" = 64'-0"04.20.2017TYPICAL FLOOR PLANJUF DEERFIELD SENIOR RESIDENCESDEERFIELD, IL 113 SURFACEPARKING SPACES EXISTING EASEMENTDRIVE TO BERELOCATED EXIT ONLYENTER ONLYLOADINGT T GENERATORVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E 30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE 5'-10" 5'-0"1'-6"WC-WALL60"x 66" WCCLEAR SPACEW/LAV OVERLAP 1'-6"WC-LAVx" LAV2'-3"REMOVABLE312"30"x 60" TUBCLEAR SPACE 27" REMOVA BLECABIN ET &COUNTERREMOVABLE BASE CAB INET 10" TYPE A VITREOUS CHINALAVATORYVESSELSK-222030"x 48" LA VCLEAR SPACE10'-9"30"x 48" CLEARFLOOR SPACE VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE5'-10"5'-0"1'-6"WC-WAL L 60"x 66" WCCLEAR SPACEW/LAV OVERLAP1'-6 "WC-L AV x" LA V 2'-3 "REMOVABLE312"30"x 60" TUBCLEAR SPACE27" REMOVABLECABINET &COUNTERREMOVABLE BASE CABINET10"TYPE AVITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACE10'- 9"30"x 48" CLEARFLOOR SPACEVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 FREIGHTELEVATOR CABLE ELEC STORAGELOCKERS (x12) STORAGELOCKERS (x10) 2NDFLOORLANDSCAPEDTERRACEBELOW TERRACEBELOW90.58°602'-1158"50'-0" SIDE SETBACK 273'-81116"50'-0" SIDE SETBACK 373'-858" VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 BALCONY BALCONY BALCONY BALCONY BALCONY BALCONYBALCONY BALCONY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TRASHPORTCOCHEREROOF 39'-1"35'-0"37'-6"26'-0"37'-6"26'-0"26'-0"51'-0"35'-0"7'-0"34'-3"122'-0"34'-3"26'-0"33'-712"26'-0"26'-0"26'-0"26'-0"33'-712"37'-6"37'-6"14'-6"18'-0"14'-6" 5'-6"31'-6"31'-6"122'-0"5'-6"31'-6"31'-6"35'-0"37'-6"26'-0"39'-1"37'-6"34'-5"34'-1"26'-0"34'-6"26'-0"44'-8"34'-3"34'-3"26'-0"26'-0"26'-0"33'-712"34'-3"34'-3"26'-0"33'-712"26'-0"37'-6"37'-6"14'-6"18'-0"14'-6"5'-512"266'-0"49'-0"35'-1012"313'-1"49'-0"126'-112"125'-112"55'-10"26'-0"26'-0"7'-0"306'-3"55'-10"5'-512"452'-11916"50'-0"REAR SETBACK100'-0"FRONT SETBACKTERRACE ON 4THFLOOR ONLY ROOFOVERPOOL 113 SURFACEPARKING SPACES EXISTING EASEMENTDRIVE TO BERELOCATED EXIT ONLYENTER ONLYLOADINGT T GENERATORVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E 30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE 5'-10" 5'-0"1'-6"WC-WALL60"x 66" WCCLEAR SPACEW/LAV OVERLAP 1'-6"WC-LAVx" LAV2'-3"REMOVABLE312"30"x 60" TUBCLEAR SPACE 27" REMOVA BLECABIN ET &COUNTERREMOVABLE BASE CAB INET 10" TYPE A VITREOUS CHINALAVATORYVESSELSK-222030"x 48" LA VCLEAR SPACE10'-9"30"x 48" CLEARFLOOR SPACE VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 60"x 60"T-SHAPEDTURNING SPACE5'-10"5'-0"1'-6"WC-WAL L 60"x 66" WCCLEAR SPACEW/LAV OVERLAP1'-6 "WC-L AV x" LA V 2'-3 "REMOVABLE312"30"x 60" TUBCLEAR SPACE27" REMOVABLECABINET &COUNTERREMOVABLE BASE CABINET10"TYPE AVITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACE10'- 9"30"x 48" CLEARFLOOR SPACEVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4E30x48AREA OFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 FREIGHTELEVATOR CABLE ELEC STORAGELOCKERS (x12) STORAGELOCKERS (x10) 2NDFLOORLANDSCAPEDTERRACEBELOW TERRACEBELOW90.58°602'-1158"50'-0" SIDE SETBACK 273'-81116"50'-0" SIDE SETBACK 373'-858" VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 BALCONY BALCONY BALCONY BALCONY BALCONY BALCONYBALCONY BALCONY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TRASHPORTCOCHEREROOF 39'-1"35'-0"37'-6"26'-0"37'-6"26'-0"26'-0"51'-0"35'-0"7'-0"34'-3"122'-0"34'-3"26'-0"33'-712"26'-0"26'-0"26'-0"26'-0"33'-712"37'-6"37'-6"14'-6"18'-0"14'-6" 5'-6"31'-6"31'-6"122'-0"5'-6"31'-6"31'-6"35'-0"37'-6"26'-0"39'-1"37'-6"34'-5"34'-1"26'-0"34'-6"26'-0"44'-8"34'-3"34'-3"26'-0"26'-0"26'-0"33'-712"34'-3"34'-3"26'-0"33'-712"26'-0"37'-6"37'-6"14'-6"18'-0"14'-6"5'-512"266'-0"49'-0"35'-1012"313'-1"49'-0"126'-112"125'-112"55'-10"26'-0"26'-0"7'-0"306'-3"55'-10"5'-512"452'-11916"50'-0"REAR SETBACK100'-0"FRONT SETBACKTERRACE ON 4THFLOOR ONLY ROOFOVERPOOLSCALE: 1'-0" = 64'-0"JUF DEERFIELD SENIOR RESIDENCESDEERFIELD, IL04.20.2017TYPICAL FLOOR PLAN 113 SURFACEPARKING SPACES EXISTING EASEMENTDRIVE TO BERELOCATED EXIT ONLYENTER ONLYLOADINGT T GENERATORSTAIR 4E30x48AREA OFREFUGEUPDN ELEVATOROVERRUN 2NDFLOORLANDSCAPEDTERRACEBELOW TERRACEBELOW 89 . 5 4 °90.58°602'-1158"50'-0" SIDE SETBACK 273'-81116"50'-0" SIDE SETBACK 373'-858" BALCONY BALCONY BALCONY BALCONY BALCONY BALCONYBALCONY BALCONY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOOR ONLY PORTCOCHEREROOF 122'-0" 5'-6"31'-6"31'-6"122'-0"5'-6"31'-6"31'-6"35'-0"37'-6"26'-0"39'-1"37'-6"68'-6"26'-0"34'-6"26'-0"44'-8"34'-3"34'-3"34'-3"34'-3"126'-112"125'-112"55'-10"7'-0"306'-3"55'-10"452'-11916"50'-0"REAR SETBACK100'-0"FRONT SETBACKTERRACE ON 4THFLOOR ONLY ROOFOVERPOOL ELEVATOROVERRUN 68'-6"SCALE: 1'-0" = 64'-0"04.20.2017ROOF PLANJUF DEERFIELD SENIOR RESIDENCESDEERFIELD, IL JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDWest ElevationScale: 1/32” = 1’-0”Fiber Cement BoardMasonry VeneerAluminum CopingGarage Door EntryMain EntranceWindowWindowExit Stair DoorExit Stair DoorGarage Exit DoorMasonry VeneerMasonry VeneerMetal Railing10’-0”14’-0”Top of Roof70’-0”Top of Parapet74’-0”Fiber Cement Board JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDSouth ElevationScale: 1/32” = 1’-0”Fiber Cement BoardMasonry VeneerMasonry VeneerAluminum CopingMetal RailingTop of Roof70’-0”Top of Parapet74’-0”Lobby DoorsDining DoorsPre-Dining DoorWindow JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDEast ElevationScale: 1/32” = 1’-0”Fiber Cement BoardFiber Cement BoardMasonry VeneerGarage Door ExitExit Stair DoorGarage Exit DoorPump Room DoorKitchen Door Receiving DoorLoading DoorBOH Cooridor DoorExit Stair DoorAluminum Coping Masonry VeneerMasonry VeneerMetal RailingFiber Cement BoardTop of Roof70’-0”Top of Parapet74’-0”10’-0” JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDNorth ElevationScale: 1/32” = 1’-0”Fiber Cement BoardFiber Cement BoardMasonry VeneerAluminum CopingMetal Railing14’-0”Top of Roof70’-0”Top of Parapet74’-0” JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDEast Courtyard ElevationScale: 1/32” = 1’-0”Fiber Cement BoardFiber Cement BoardMasonry VeneerAluminum Coping Masonry Veneer Masonry VeneerMetal RailingAmenity SpaceParkingResidencesWindowTop of Roof70’-0”Top of Parapet74’-0” JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDWest Courtyard ElevationScale: 1/32” = 1’-0”Fiber Cement BoardFiber Cement BoardMasonry VeneerAmenity Space ParkingResidencesAluminum Coping Masonry VeneerMasonry VeneerMetal RailingFiber Cement BoardWindowTop of Roof70’-0”Top of Parapet74’-0” JUF DEERFIELD SENIOR RESIDENCESCOPYRIGHT © NORR INC. ALL RIGHTS RESERVEDSign ElevationsScale: 1/4” = 1’-0”5’-0”7’-0”25’-0”14’-4”North Monument SignWest Monument SignFiber Cement BoardFiber Cement BoardFiber Cement BoardBacklit LettersBacklit LettersStoneStoneFiber Cement BoardMasonry VeneerMasonry Veneer Minimum Scale. Maximum Results. Pedestrian in scale only, the D-Series LED Area, Size 0 is an extraordinary luminaire that can be confi gured to meet any site’s lighting needs. The versatility and power of this luminaire prove big things really do come in small packages. D-Series LED, Size 0 Area Luminaire Outdoor Key Features: Energy savings of 70% vs. comparable metal halide luminaires; saves $141 per luminaire, per year over 400W metal halide 20+ years expected service life (with lumen maintenance up to L99/100,000 hours, 25°C) Proprietary precision optics deliver exceptional uniformity and allow for increased spacing, resulting in fewer poles and lower overall cost Control options from Acuity Controls include standalone photocell, switched bi-level, part-night scheduled dimming, multi-level motion sensor, and ROAM® wireless monitoring and control Quick Facts: Up to 400W MH replacement Lumen packages from 4,000 - 16,000 lumens Effi cacies up to 130 lumens per watt 14 factory-rotatable distributions available Available in 3000K, 4000K & 5000K CCT and Amber LED Weight: 16 lbs; EPA: 0.95 ft2 DSX0 Model Input Watts Lumens Metal Halide Replacement DSX0 20C 700 40K T3M 45W 5,649 175W DSX0 20C 1000 40K T3M 72W 7,725 250W DSX0 40C 1000 40K T3M 138W 15,010 400W D-Series LED Area Luminaire, Size 0 One Lithonia Way, Conyers, GA 30012 | Phone: 800.279.8041 | www.acuitybrands.com © 2016 Acuity Brands Lighting, Inc. All Rights Reserved. | LL_5182_0716 Visit www.lithonia.com for more information DSX0 LED Series LEDs Drive Current Color Temperature Distribution Voltage Mounting DSX0 LED Forward optics 20C 20 LEDs (one engine) 40C 40 LEDs (two engines) Rotated optics 30C 30 LEDs (one engine) 530 530 mA 700 700 mA 1000 1000 mA (1 A) 30K 3000K 40K 4000K 50K 5000K AMBPC Amber phosphor converted T1S Type I short T5VS Type V very short T2S Type II short T5S Type V short T2M Type II medium T5M Type V medium T3S Type III short T5W Type V wide T3M Type III medium BLC Backlight control T4M Type IV medium LCCO Left corner cutoff TFTM Forward throw medium RCCO Right corner cutoff MVOLT 120 208 240 277 347 480 Shipped included SPA Square pole mounting RPA Round pole mounting WBA Wall bracket SPUMBA Square pole universal mounting adaptor RPUMBA Round pole universal mounting adaptor Shipped separately KMA8 DDBXD U Mast arm mounting bracket adaptor (specify finish) Control Options (0-10V dimming drivers are standard)Other Options Finish (required) Shipped installed PER NEMA twist-lock receptacle only (no controls) PER5 Five-wire receptacle only (no controls) PER7 Seven-wire receptacle only (no controls) DMG 0-10V dimming driver (no controls) DCR Dimmable and controllable via ROAM® (no controls) PIR Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 5fc PIRH Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 5fc PIR1FC3V Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 1fc PIRH1FC3V Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 1fc BL30 Bi-level switched dimming, 30% BL50 Bi-level switched dimming, 50% PNMTDD3 Part night, dim till dawn PNMT5D3 Part night, dim 5 hrs PNMT6D3 Part night, dim 6 hrs PNMT7D3 Part night, dim 7 hrs FAO Field adjustable output Shipped installed HS House-side shield SF Single fuse (120, 277, 347V) DF Double fuse (208, 240, 480V) L90 Left rotated optics R90 Right rotated optics DDL Diffused drop lens BS Bird spikes DDBXD Dark bronze DBLXD Black DNAXD Natural aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white Ordering Information EXAMPLE: DSX0 LED 40C 1000 40K T3M MVOLT SPA DDBXD Accessories Ordered and shipped separately. Controls & Shields DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) DSHORT SBK U Shorting cap DSX0HS 20C U House-side shield for 20 LED unit DSX0HS 30C U House-side shield for 30 LED unit DSX0HS 40C U House-side shield for 40 LED unit DSX0DDL U Diffused drop lens (polycarbonate) PUMBA DDBXD U Square and round pole universal mounting bracket adaptor (specify finish) KMA8 DDBXD U Mast arm mounting bracket adaptor (specify finish) DSX0BS U Bird spikes Please use the spec sheet at www.acuitybrands.com when ordering to ensure component compatibility for your desired configuration. DSX0 175W - 400W MH Replacement DSX1 250W - 750W MH Replacement DSX2 400W - 1000W MH Replacement DesignLights Consortium® (DLC) qualified product. Not all versions of this product may be DLC qualified. Please check the DLC Qualified Products List at www.designlights.org to confirm which versions are qualified. One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 1 of 6 D-SeriesSize 0LED Area Luminaire Specifications Catalog Number Notes Type EPA:0.95 ft2 (.09 m2) Length:26” (66.0 cm) Width:13” (33.0 cm) Height:7” (17.8 cm) Weight (max):16 lbs (7.25 kg) Hit the Tab key or mouse over the page to see all interactive elements. L H W Ordering Information EXAMPLE: DSX0 LED 40C 1000 40K T3M MVOLT SPA DDBXD DSX0 LED Series LEDs Drive current Color temperature Distribution Voltage Mounting DSX0 LED Forward optics 20C 20 LEDs (one engine) 40C 40 LEDs (two engines) Rotated optics1 30C 30 LEDs (one engine) 530 530 mA 700 700 mA 1000 1000 mA (1 A) 30K 3000 K 40K 4000 K 50K 5000 K AMBPC Amber phosphor converted2 T1S Type I short T2S Type II short T2M Type II medium T3S Type III short T3M Type III medium T4M Type IV medium TFTM Forward throw medium T5VS Type V very short T5S Type V short T5M Type V medium T5W Type V wide BLC Backlight control2,3 LCCO Left corner cutoff2,3 RCCO Right corner cutoff2,3 MVOLT 4 120 4 208 4 240 4 277 4 347 5 480 5 Shipped included SPA Square pole mounting RPA Round pole mounting WBA Wall bracket SPUMBA Square pole universal mounting adaptor 6 RPUMBA Round pole universal mounting adaptor 6 Shipped separately KMA8 DDBXD U Mast arm mounting bracket adaptor (specify finish)7 Control options Other options Finish (required) Shipped installed PER NEMA twist-lock receptacle only (no controls) 8 PER5 Five-wire receptacle only (no controls) 8,9 PER7 Seven-wire receptacle only (no controls) 8,9 DMG 0-10V dimming extend out back of honsing for external control (no controls) 10 DCR Dimmable and controllable via ROAM® (no controls) 11 PIR Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 5fc 12 PIRH Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 5fc 12 PIR1FC3V Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 1fc12 PIRH1FC3V Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 1fc12 BL30 Bi-level switched dimming, 30% 13,14 BL50 Bi-level switched dimming, 50% 13,15 PNMTDD3 Part night, dim till dawn 15 PNMT5D3 Part night, dim 5 hrs 15 PNMT6D3 Part night, dim 6 hrs 15 PNMT7D3 Part night, dim 7 hrs 15 FAO Field adjustable output16 Shipped installed HS House-side shield 17 SF Single fuse (120, 277, 347V) 18 DF Double fuse (208, 240, 480V) 18 L90 Left rotated optics 1 R90 Right rotated optics 1 DDL Diffused drop lens17 BS Bird spikes DDBXD Dark bronze DBLXD Black DNAXD Natural aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white Capable Luminaire This item is an A+ capable luminaire, which has been designed and tested to provide consistent color appearance and system-level interoperability. • All configurations of this luminaire meet the Acuity Brands’ specification for chromatic consistency • This luminaire is A+ Certified when ordered with DTL® controls marked by a shaded background. DTL DLL equipped luminaires meet the A+ specification for luminaire to photocontrol interoperability1 • This luminaire is part of an A+ Certified solution for ROAM®2 or XPoint™ Wireless control networks, providing out-of-the-box control compatibility with simple commissioning, when ordered with drivers and control options marked by a shaded background1 To learn more about A+, visit www.acuitybrands.com/aplus. 1. See ordering tree for details. 2. A+ Certified Solutions for ROAM require the order of one ROAM node per luminaire. Sold Separately: Link to Roam; Link to DTL DLLA+ Capable options indicated by this color background. One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 2 of 6 Visit Lithonia Lighting’s POLES CENTRAL to see our wide selection of poles, accessories and educational tools. *Round pole top must be 3.25” O.D. minimum. **For round pole mounting (RPA) only. DSX0 shares a unique drilling pattern with the AERIS™ family. Specify this drilling pattern when specifying poles, per the table below. DM19AS Single unit DM29AS 2 at 90° * DM28AS 2 at 180° DM39AS 3 at 90° * DM49AS 4 at 90° * DM32AS 3 at 120° ** Example: SSA 20 4C DM19AS DDBXD Tenon O.D.Single Unit 2 at 180° 2 at 90° 3 at 120° 3 at 90° 4 at 90° 2-3/8”AST20-190 AST20-280 AST20-290 AST20-320 AST20-390 AST20-490 2-7/8” AST25-190 AST25-280 AST25-290 AST25-320 AST25-390 AST25-490 4” AST35-190 AST35-280 AST35-290 AST35-320 AST35-390 AST35-490 Tenon Mounting Slipfitter ** Drilling Top of Pole 0.563” 2.650” 1.325”0.400”(2 PLCS) Template #8 To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting’s D-Series Area Size 0 homepage. Photometric Diagrams Isofootcandle plots for the DSX0 LED 40C 1000 40K. Distances are in units of mounting height (20’).Test No. LTL23456P25 tested in accordance with IESNA LM-79-08.Test No. LTL23451P25 tested in accordance with IESNA LM-79-08.Test No. LTL23422P25 tested in accordance with IESNA LM-79-08.4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 Test No. LTL23457P25 tested in accordance with IESNA LM-79-08.4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 T5MT4M HST3MT1S LEGEND 0.1 fc 0.5 fc 1.0 fc Ordering Information NOTES 1 30 LEDs (30C option) and rotated options (L90 or R90) only available together. 2 AMBPC is not available with BLC, LLCO or RCCO. 3 Not available with HS or DDL. 4 MVOLT driver operates on any line voltage from 120-277V (50/60 Hz). Specify 120V, 208V, 240V or 277V options only when ordering with fusing (SF, DF options). 5 Not available with single board, 530mA product (20C 530 or 30C 530). Not available with BL30, BL50 or PNMT options. 6 Existing drilled pole only. Available as a separate combination accessory; for retrofit use only: PUMBA (finish) U; 1.5 G vibration load rating per ANCI C136.31. 7 Must order fixture with SPA mounting. Must be ordered as a separate accessory; see Accessories information. For use with 2-3/8” mast arm (not included). 8 Photocell ordered and shipped as a separate line item from Acuity Brands Controls. See accessories. Shorting Cap be order for correct operation when photocontrol is present. 9 If ROAM® node required, it must be ordered and shipped as a separate line item from Acuity Brands Controls. Not available with DCR. Node with integral dimming. 10 DMG option for 347V or 480V requires 1000mA. 11 Specifies a ROAM® enabled luminaire with 0-10V dimming capability; PER option required. Additional hardware and services required for ROAM® deployment; must be purchased separately. Call 1-800-442-6745 or email: sales@roamservices.net. N/A with PER5, PER7, BL30, BL50 or PNMT options. Node without integral dimming. Mvolt only. Not available with 347V and 480V. Not available with PIRH1FC3V. 12 PIR and PIR1FC3V specify the SensorSwitch SBGR-10-ODP control; PIRH and PIRH1FC3V specify the SensorSwitch SBGR-6-ODP control; see Outdoor Control Technical Guide for details. Dimming driver standard. Ambient sensor disabled when ordered with DCR. Separate on/off required. Not available with PNMT options. PIR and PIRH options are used with PER5 and PER7, additional leads from receptacle are terminated and non-functioning. When PIR and PIRH options are selected with DCR, old style ROAM node must be used or PIRH and PIRH will not function correctly. 13 Requires an additional switched circuit. 14 Dimming driver standard. MVOLT only. Not available with 347V, 480V, DCR, PER5, PER7 or PNMT options. Not available with PIR1FC3V and PIRH1FC3V. 15 Dimming driver standard. MVOLT only. Not available with 347V, 480V, DCR, PER5, PER7, BL30 or BL50. Not available with PIR1FC3V and PIRH1FC3V. Separate on/off required. 16 Dimming driver standard. Not available with PER5, PER7, DMG, DCR, BL30, BL50, PNMT, PIR, PIRH, PIR1FC3V and PIRH1FC3V. 17 Not available with BLC, LCCO and RCCO distribution. Also available as a separate accessory; see Accessories information. 18 Single fuse (SF) requires 120V, 277V or 347V. Double fuse (DF) requires 208V, 240V or 480V. 19 Requires luminaire to be specified with PER option. Ordered and shipped as a separate line item from Acuity Brands Controls. 20 For retrofit use only.AccessoriesOrdered and shipped separately. Controls & Shields DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) 19 DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) 19 DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) 19 DSHORT SBK U Shorting cap 19 DSX0EGS DDBXD U External glare shield DSX0HS 20C U House-side shield for 20 LED unit 17 DSX0HS 30C U House-side shield for 30 LED unit 17 DSX0HS 40C U House-side shield for 40 LED unit 17 DSX0DDL U Diffused drop lens (polycarbonate) 17 PUMBA DDBXD U*Square and round pole universal mount- ing bracket adaptor (specify finish)20 KMA8 DDBXD U Mast arm mounting bracket adaptor (specify finish) 7 For more control options, visit DTL and ROAM online. 26.06 5.96 TYP. 7.30 18.76 .45 TYP. 6.53 TYP. .32 R.09 .19.13 3.30 .13 .14 THRU 12.43 4.31 6.53 .50 78° 59° .38 12.05.30 SEE DETAIL A 4 PLCS. SCALE 2:1 ADETAIL C 90.0090.00 90.0090.00 External Glare Shield One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 3 of 6 Performance Data Current (A) Number of LEDs Drive Current (mA) System Watts 120 208 240 277 347 480 20C 530 35 0.34 0.22 0.21 0.20 -- -- 700 45 0.47 0.28 0.24 0.22 0.18 0.14 1000 72 0.76 0.45 0.39 0.36 0.36 0.26 30C 530 52 0.51 0.31 0.28 0.25 -- -- 700 70 0.72 0.43 0.37 0.34 0.25 0.19 1000 104 1.11 0.64 0.56 0.49 0.47 0.34 40C 530 68 0.71 0.41 0.36 0.33 0.25 0.19 700 91 0.94 0.55 0.48 0.42 0.33 0.24 1000 138 1.45 0.84 0.73 0.64 0.69 0.50 Electrical Load Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). Lumen Ambient Temperature (LAT) Multipliers Ambient Lumen Multiplier 0°C 32°F 1.02 10°C 50°F 1.01 20°C 68°F 1.00 25°C 77°F 1.00 30°C 86°F 1.00 40°C 104°F 0.99 Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted in a 25°C ambient, based on 10,000 hours of LED testing (tested per IESNA LM-80-08 and projected per IESNA TM-21-11). To calculate LLF, use the lumen maintenance factor that corresponds to the desired number of operating hours below. For other lumen maintenance values, contact factory. Operating Hours 0 25,000 50,000 100,000 Lumen Maintenance Factor DSX0 LED 20C 1000 1 0.98 0.96 0.93 DSX0 LED 40C 1000 1 0.98 0.95 0.90 DSX0 LED 40C 700 1 0.99 0.99 0.99 One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 4 of 6 Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown, within the tolerances allowed by Lighting Facts. Contact factory for performance data on any configurations not shown here. Forward Optics LEDs Drive Current (mA) System Watts Dist. Type 30K (3000 K, 70 CRI) 40K (4000 K, 70 CRI) 50K (5000 K, 70 CRI) AMBPC (Amber Phosphor Converted) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW 20C (20 LEDs) 530 mA 35 W T1S 4,079 1 0 1 117 4,380 1 0 1 125 4,408 1 0 1 126 2,541 1 0 1 73 T2S 4,206 1 0 1 120 4,516 1 0 1 129 4,544 1 0 1 130 2,589 1 0 1 74 T2M 4,109 1 0 1 117 4,413 1 0 1 126 4,440 1 0 1 127 2,539 1 0 1 73 T3S 4,104 1 0 1 117 4,407 1 0 1 126 4,435 1 0 1 127 2,558 1 0 1 73 T3M 4,142 1 0 1 118 4,447 1 0 1 127 4,475 1 0 1 128 2,583 1 0 1 74 T4M 4,198 1 0 1 120 4,508 1 0 1 129 4,536 1 0 1 130 2,570 1 0 1 73 TFTM 4,135 1 0 1 118 4,440 1 0 2 127 4,468 1 0 2 128 2,540 1 0 1 73 T5VS 4,368 2 0 0 125 4,691 2 0 0 134 4,720 2 0 0 135 2,650 1 0 0 76 T5S 4,401 2 0 2 126 4,725 2 0 0 135 4,755 2 0 0 136 2,690 1 0 0 77 T5M 4,408 2 0 1 126 4,734 3 0 1 135 4,763 3 0 1 136 2,658 2 0 0 76 T5W 4,344 3 0 1 124 4,664 3 0 1 133 4,693 3 0 1 134 2,663 2 0 1 76 BLC 3,071 1 0 1 88 3,297 1 0 1 94 3,318 1 0 1 95 LCCO 2,983 1 0 1 85 3,204 1 0 1 92 3,224 1 0 1 92 RCCO 2,983 1 0 1 85 3,204 1 0 1 92 3,224 1 0 1 92 700 mA 45 W T1S 5,181 1 0 1 115 5,563 1 0 1 124 5,598 1 0 1 124 3,144 1 0 1 70 T2S 5,342 1 0 1 119 5,736 1 0 1 127 5,772 1 0 1 128 3,203 1 0 1 71 T2M 5,219 1 0 1 116 5,605 1 0 1 125 5,640 1 0 1 125 3,141 1 0 1 70 T3S 5,213 1 0 1 116 5,598 1 0 1 124 5,633 1 0 1 125 3,165 1 0 1 70 T3M 5,260 1 0 1 117 5,649 1 0 2 126 5,684 1 0 2 126 3,196 1 0 1 71 T4M 5,332 1 0 1 118 5,725 1 0 2 127 5,761 1 0 2 128 3,179 1 0 1 71 TFTM 5,252 1 0 2 117 5,640 1 0 2 125 5,675 1 0 2 126 3,143 1 0 1 70 T5VS 5,548 2 0 0 123 5,958 2 0 0 132 5,995 2 0 0 133 3,278 2 0 0 73 T5S 5,589 2 0 0 124 6,002 2 0 0 133 6,039 2 0 0 134 3,328 2 0 0 74 T5M 5,599 3 0 1 124 6,012 3 0 1 134 6,050 3 0 1 134 3,288 2 0 1 73 T5W 5,517 3 0 1 123 5,924 3 0 1 132 5,961 3 0 1 132 3,295 2 0 1 73 BLC 3,909 1 0 1 87 4,198 1 0 1 93 4,224 1 0 1 94 LCCO 3,798 1 0 1 84 4,078 1 0 1 91 4,104 1 0 1 91 RCCO 3,798 1 0 1 84 4,078 1 0 1 91 4,104 1 0 1 91 1000 mA 72 W T1S 7,085 1 0 1 98 7,608 2 0 2 106 7,656 2 0 2 106 T2S 7,305 1 0 1 101 7,845 2 0 2 109 7,894 2 0 2 110 T2M 7,138 1 0 2 99 7,665 2 0 2 106 7,713 2 0 2 107 T3S 7,129 1 0 1 99 7,656 2 0 2 106 7,704 2 0 2 107 T3M 7,194 1 0 2 100 7,725 2 0 2 107 7,773 2 0 2 108 T4M 7,292 1 0 2 101 7,830 2 0 2 109 7,879 2 0 2 109 TFTM 7,183 1 0 2 100 7,713 1 0 2 107 7,761 1 0 2 108 T5VS 7,588 2 0 0 105 8,148 3 0 0 113 8,199 3 0 0 114 T5S 7,644 2 0 0 106 8,208 2 0 0 114 8,259 2 0 0 115 T5M 7,657 3 0 1 106 8,222 3 0 1 114 8,274 3 0 1 115 T5W 7,545 3 0 1 105 8,102 3 0 2 113 8,153 3 0 2 113 BLC 5,162 1 0 1 72 5,543 1 0 2 77 5,578 1 0 1 77 LCCO 5,015 1 0 2 70 5,386 1 0 2 75 5,419 1 0 2 75 RCCO 5,015 1 0 2 70 5,386 1 0 2 75 5,419 1 0 2 75 Performance Data Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 5 of 6 Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown, within the tolerances allowed by Lighting Facts. Contact factory for performance data on any configurations not shown here. Forward Optics LEDs Drive Current (mA) System Watts Dist. Type 30K (3000 K, 70 CRI) 40K (4000 K, 70 CRI) 50K (5000 K, 70 CRI) AMBPC (Amber Phosphor Converted) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW 40C (40 LEDs) 530 mA 68 W T1S 7,926 2 0 2 117 8,511 2 0 2 125 8,564 2 0 2 126 4,878 1 0 1 72 T2S 8,172 2 0 2 120 8,775 2 0 2 129 8,830 2 0 2 130 4,969 1 0 1 73 T2M 7,985 2 0 2 117 8,574 2 0 2 126 8,628 2 0 2 127 4,874 1 0 1 72 T3S 7,975 1 0 2 117 8,564 2 0 2 126 8,617 2 0 2 127 4,910 1 0 1 72 T3M 8,047 2 0 2 118 8,642 2 0 2 127 8,696 2 0 2 128 4,958 1 0 2 73 T4M 8,157 1 0 2 120 8,759 2 0 2 129 8,813 2 0 2 130 4,932 1 0 2 73 TFTM 8,035 1 0 2 118 8,628 2 0 2 127 8,682 2 0 2 128 4,876 1 0 2 72 T5VS 8,488 2 0 0 125 9,115 3 0 0 134 9,172 3 0 0 135 5,086 2 0 0 75 T5S 8,550 2 0 0 126 9,182 3 0 1 135 9,239 3 0 1 136 5,163 2 0 0 76 T5M 8,565 3 0 1 126 9,198 3 0 2 135 9,255 3 0 2 136 5,102 3 0 1 75 T5W 8,440 3 0 2 124 9,063 3 0 2 133 9,120 3 0 2 134 5,112 3 0 1 75 BLC 6,142 1 0 2 90 6,595 1 0 2 97 6,636 1 0 2 98 LCCO 5,967 1 0 2 88 6,407 1 0 2 94 6,447 1 0 2 95 RCCO 5,967 1 0 2 88 6,407 1 0 2 94 6,447 1 0 2 95 700 mA 91 W T1S 10,066 2 0 2 111 10,810 2 0 2 119 10,877 2 0 2 120 6,206 2 0 2 68 T2S 10,379 2 0 2 114 11,145 2 0 2 122 11,215 2 0 2 123 6,322 2 0 2 69 T2M 10,141 2 0 2 111 10,890 2 0 2 120 10,958 2 0 2 120 6,201 2 0 2 68 T3S 10,129 2 0 2 111 10,877 2 0 2 120 10,945 2 0 2 120 6,247 1 0 2 69 T3M 10,221 2 0 2 112 10,975 2 0 2 121 11,044 2 0 2 121 6,308 2 0 2 69 T4M 10,359 2 0 2 114 11,124 2 0 2 122 11,194 2 0 2 123 6,275 1 0 2 69 TFTM 10,205 2 0 2 112 10,958 2 0 3 120 11,027 2 0 3 121 6,203 1 0 2 68 T5VS 10,781 3 0 0 118 11,576 3 0 1 127 11,649 3 0 1 128 6,569 2 0 0 72 T5S 10,860 3 0 1 119 11,662 3 0 1 128 11,734 3 0 1 129 6,569 2 0 0 72 T5M 10,879 3 0 2 120 11,682 3 0 2 128 11,755 3 0 2 129 6,491 3 0 1 71 T5W 10,719 3 0 2 118 11,511 4 0 2 126 11,583 4 0 2 127 6,504 3 0 2 71 BLC 7,819 1 0 2 86 8,396 1 0 2 92 8,448 1 0 2 93 LCCO 7,596 1 0 2 83 8,157 1 0 2 90 8,208 1 0 2 90 RCCCO 7,596 1 0 2 83 8,157 1 0 2 90 8,208 1 0 2 90 1000 mA 138 W T1S 13,767 2 0 2 100 14,783 3 0 3 107 14,876 3 0 3 108 T2S 14,194 2 0 2 103 15,242 3 0 3 110 15,338 3 0 3 111 T2M 13,869 2 0 2 101 14,893 3 0 3 108 14,986 3 0 3 109 T3S 13,852 2 0 2 100 14,875 2 0 2 108 14,968 2 0 2 108 T3M 13,978 2 0 2 101 15,010 3 0 3 109 15,104 3 0 3 109 T4M 14,168 2 0 2 103 15,214 3 0 3 110 15,309 3 0 3 111 TFTM 13,956 2 0 3 101 14,987 2 0 3 109 15,080 2 0 3 109 T5VS 14,744 3 0 1 107 15,832 3 0 1 115 15,931 4 0 1 115 T5S 14,852 3 0 1 108 15,948 3 0 1 116 16,048 3 0 1 116 T5M 14,878 4 0 2 108 15,976 4 0 2 116 16,076 4 0 2 116 T5W 14,660 4 0 2 106 15,742 4 0 2 114 15,840 4 0 2 115 BLC 10,325 1 0 2 75 11,087 1 0 2 80 11,156 1 0 2 81 LCCO 10,031 2 0 2 73 10,771 2 0 3 78 10,839 2 0 3 79 RCCO 10,031 2 0 2 73 10,771 2 0 3 78 10,839 2 0 3 79 Performance Data Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 03/29/17 Page 6 of 6 FEATURES & SPECIFICATIONS INTENDED USE The sleek design of the D-Series Size 0 reflects the embedded high performance LED technology. It is ideal for many commercial and municipal applications, such as parking lots, plazas, campuses, and pedestrian areas. CONSTRUCTION Single-piece die-cast aluminum housing has integral heat sink fins to optimize thermal management through conductive and convective cooling. Modular design allows for ease of maintenance and future light engine upgrades. The LED driver is mounted in direct contact with the casting to promote low operating temperature and long life. Housing is completely sealed against moisture and environmental contaminants (IP65). Low EPA (0.95 ft2) for optimized pole wind loading. FINISH Exterior parts are protected by a zinc-infused Super Durable TGIC thermoset powder coat finish that provides superior resistance to corrosion and weathering. A tightly controlled multi-stage process ensures a minimum 3 mils thickness for a finish that can withstand extreme climate changes without cracking or peeling. Available in both textured and non-textured finishes. OPTICS Precision-molded proprietary acrylic lenses are engineered for superior area lighting distribution, uniformity, and pole spacing. Light engines are available in 3000 K, 4000 K or 5000 K (70 CRI) or optional 3000 K (70 minimum CRI) or 5000 K (70 CRI) configurations. The D-Series Size 0 has zero uplight and qualifies as a Nighttime FriendlyTM product, meaning it is consistent with the LEED® and Green GlobesTM criteria for eliminating wasteful uplight. ELECTRICAL Light engine(s) configurations consist of 20, 30 or 40 high-efficacy LEDs mounted to metal-core circuit boards to maximize heat dissipation and promote long life (up to L99/100,000 hours at 25°C). Class 1 electronic drivers are designed to have a power factor >90%, THD <20%, and an expected life of 100,000 hours with <1% failure rate. Easily serviceable 10kV or 6kV surge protection device meets a minimum Category C Low operation (per ANSI/IEEE C62.41.2). INSTALLATION Included mounting block and integral arm facilitate quick and easy installation. Stainless steel bolts fasten the mounting block securely to poles and walls, enabling the D-Series Size 0 to withstand up to a 3.0 G vibration load rating per ANSI C136.31. The D-Series Size 0 utilizes the AERISTM series pole drilling pattern (template #8). Optional terminal block and NEMA photocontrol receptacle are also available. LISTINGS UL Listed for wet locations. Light engines are IP66 rated; luminaire is IP65 rated. Rated for -40°C minimum ambient. U.S. Patent No. D672,492 S. International patent pending. DesignLights Consortium® (DLC) qualified product. Not all versions of this product may be DLC qualified. Please check the DLC Qualified Products List at www.designlights.org to confirm which versions are qualified. WARRANTY 5-year limited warranty. Complete warranty terms located at: www.acuitybrands.com/CustomerResources/Terms_and_conditions.aspx Note: Actual performance may differ as a result of end-user environment and application. All values are design or typical values, measured under laboratory conditions at 25 °C. Specifications subject to change without notice. L90 and R90 Rotated Optics LEDs Drive Current (mA) System Watts Dist. Type 30K (3000 K, 70 CRI) 40K (4000 K, 70 CRI) 50K (5000 K, 70 CRI) AMBPC (Amber Phosphor Converted) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW 30C (30 LEDs) 530 mA 52 W T1S 6,130 2 0 2 118 6,583 2 0 2 127 6,624 2 0 2 127 3,841 2 0 2 74 T2S 6,321 2 0 2 122 6,787 2 0 2 131 6,830 3 0 3 131 3,912 2 0 2 75 T2M 6,176 2 0 2 119 6,632 3 0 3 128 6,673 3 0 3 128 3,837 2 0 2 74 T3S 6,168 2 0 2 119 6,624 3 0 3 127 6,665 3 0 3 128 3,866 2 0 2 74 T3M 6,224 3 0 3 120 6,684 3 0 3 129 6,726 3 0 3 129 3,904 2 0 2 75 T4M 6,309 3 0 3 121 6,775 3 0 3 130 6,817 3 0 3 131 3,884 2 0 2 75 TFTM 6,215 3 0 3 120 6,673 3 0 3 128 6,715 3 0 3 129 3,839 2 0 2 74 T5VS 6,565 2 0 0 126 7,050 2 0 0 136 7,094 2 0 0 136 4,005 2 0 0 77 T5S 6,613 2 0 0 127 7,102 2 0 0 137 7,146 2 0 0 137 4,065 2 0 0 78 T5M 6,625 3 0 1 127 7,114 3 0 1 137 7,159 3 0 1 138 4,017 2 0 1 77 T5W 6,528 3 0 1 126 7,010 3 0 2 135 7,054 3 0 2 136 4,025 3 0 1 77 BLC 4,747 2 0 2 91 5,098 2 0 2 98 5,130 2 0 2 99 LCCO 4,612 1 0 2 89 4,953 1 0 2 95 4,984 1 0 2 96 RCCO 4,612 1 0 2 89 4,953 1 0 2 95 4,984 1 0 2 96 700 mA 70 W T1S 7,786 2 0 2 111 8,361 3 0 3 119 8,413 3 0 3 120 4,783 2 0 2 68 T2S 8,028 2 0 2 115 8,620 3 0 3 123 8,674 3 0 3 124 4,873 2 0 2 70 T2M 7,844 3 0 3 112 8,423 3 0 3 120 8,476 3 0 3 121 4,779 2 0 2 68 T3S 7,834 3 0 3 112 8,413 3 0 3 120 8,465 3 0 3 121 4,815 2 0 2 69 T3M 7,905 3 0 3 113 8,489 3 0 3 121 8,542 3 0 3 122 4,862 3 0 3 69 T4M 8,013 3 0 3 114 8,604 3 0 3 123 8,658 3 0 3 124 4,837 3 0 3 69 TFTM 7,893 3 0 3 113 8,476 3 0 3 121 8,529 3 0 3 122 4,781 3 0 3 68 T5VS 8,338 2 0 0 119 8,954 3 0 0 128 9,010 3 0 0 129 4,988 2 0 0 71 T5S 8,400 2 0 0 120 9,020 3 0 1 129 9,076 3 0 1 130 5,063 2 0 0 72 T5M 8,414 3 0 1 120 9,036 3 0 2 129 9,092 3 0 2 130 5,003 3 0 1 71 T5W 8,291 3 0 2 118 8,903 3 0 2 127 8,959 3 0 2 128 5,013 3 0 1 72 BLC 6,044 2 0 2 86 6,490 3 0 3 93 6,530 3 0 3 93 LCCO 5,872 1 0 2 84 6,305 1 0 2 90 6,345 1 0 2 91 RCCO 5,872 1 0 2 84 6,305 1 0 2 90 6,345 1 0 2 91 1000 mA 104 W T1S 10,648 3 0 3 102 11,434 3 0 3 110 11,506 3 0 3 111 T2S 10,979 3 0 3 106 11,789 3 0 3 113 11,863 3 0 3 114 T2M 10,727 3 0 3 103 11,519 3 0 3 111 11,591 3 0 3 111 T3S 10,714 3 0 3 103 11,505 3 0 3 111 11,577 3 0 3 111 T3M 10,812 3 0 3 104 11,610 4 0 4 112 11,682 4 0 4 112 T4M 10,958 3 0 3 105 11,767 3 0 3 113 11,841 3 0 3 114 TFTM 10,795 3 0 3 104 11,592 3 0 3 111 11,664 4 0 4 112 T5VS 11,404 3 0 0 110 12,245 3 0 1 118 12,322 3 0 1 118 T5S 11,487 3 0 1 110 12,336 3 0 1 119 12,413 3 0 1 119 T5M 11,508 3 0 2 111 12,357 4 0 2 119 12,434 4 0 2 120 T5W 11,339 4 0 2 109 12,176 4 0 2 117 12,252 4 0 2 118 BLC 7,981 3 0 3 77 8,570 3 0 3 82 8,624 3 0 3 83 LCCO 7754 1 0 2 75 8326 2 0 2 80 8378 2 0 2 81 RCCO 7754 1 0 2 75 8326 2 0 2 80 8378 2 0 2 81 Performance Data Catalog Number Notes Type OUTDOOR POLE-SSA FEATURES & SPECIFICATIONS INTENDED USE — Square Straight Aluminum is a general purpose light pole for up to 35-foot mounting heights. This pole provides a lighter and naturally corrosion-resistant option for mounting area light fixtures and floodlights. CONSTRUCTION — Pole Shaft: The pole shaft is of uniform wall thickness and is made of extruded 6000 series aluminum alloy tubing that is heat treated to a T6 temper to provide maximum strength. The shaft is uniformly square in cross-section with flat sides, small corner radii and excellent torsional qualities. Available shaft widths are 4", 5", 6" and 6.75". Pole Top: A top cap is provided for all poles that will receive drilling patterns for side-mount luminaire arm assemblies or when ordered with PT option. The top cap resists intrusion of moisture or environmental contaminants. Handhole: A handhole opening with grounding provision is provided near the base. Standard positioning varies with shaft width as follows: 4" shaft, handhole at 12"; 5" shaft, handhole at 14"; 6" and 6.75" shaft, handhole at 18". Positioning the handhole lower than standard may not be possible and requires engineering review; consult Tech Support-Outdoor for further information. Every handhole includes a cover and cover attachment hardware. The handhole for a pole specified with a 4" or 5" shaft width has a nominal dimension of 2" x 4"; the handhole for a pole specified with a 6" or 6.75" width has a nominal dimension of 2.63" x 5". Anchor Base/ Cover/ Bolts: Anchor base is cast from 356 alloy aluminum and is supplied with 4 nut cover disks. A full 2-piece cast aluminum anchor base cover is available as an option. Anchor bolts are manufactured to ASTM F1554 Standards Grade 55, (55 KSI minimum yield strength and tensile strength of 75-95 KSI). Upper portion of anchor bolt is galvanized per ASTM A-153; bolts have an “L” bend on bottom end and are galvanized a minimum of 12" on the threaded end. FINISH — Painted finish is coated with TGIC (Triglycidyl Isocyanurate) Polyester powder that meets 5A and 5B classifications of ASTM D3359. Standard powder-coat finishes include Dark Bronze, White, Black, Medium Bronze and Natural Aluminum colors. Classic finishes include Sandstone, Charcoal Gray, Tennis Green, Bright Red and Steel Blue colors. Other finishes include Brushed Aluminum, and Anodized Dark Bronze, Anodized Natural Aluminum and Anodized Black. Architectural Colors and Special Finishes are available by quote and include, but are not limited to RAL Colors, Custom Colors and Extended Warranty Finishes. Factory-applied primer paint finish is available for customer field-paint applications. WARRANTY — 1-year limited warranty. Complete warranty terms located at: www.acuitybrands.com/CustomerResources/Terms_and_conditions.aspx NOTE: Actual performance may differ as a result of end-user environment and application. Specifications subject to change without notice. Anchor Base Poles SSA SQUARE STRAIGHT ALUMINUM SSA SSA Series Nominal fixture mounting height Nominal shaft base size/wall thickness Mounting2 Options Finish10 SSA (See technological information) (See technological information) Tenon mounting PT Open top T20 2-3/8" O.D. (2" NPS) T25 2-7/8" O.D. (2-1/2" NPS) T30 3-1/2" O.D. (3" NPS)3 T35 4" O.D. (3-1/2" NPS)3 Drill mounting4 DM19 1 at 90° DM28 2 at 180° DM28PL 2 at 180° with one side plugged DM29 2 at 90° DM39 3 at 90° DM49 4 at 90° CSX/DSX/AERIS™/OMERO™ Drill mounting4 DM19AS 1 at 90° DM28AS 2 at 180° DM29AS 2 at 90° DM39AS 3 at 90° DM49AS 4 at 90° AERIS™ Suspend drill mounting4,5 DMxxAST_ OMERO™ Suspend drill mounting4,5 DMxxMRT_ Shipped installed L/AB Less anchor bolts FBC Full base cover VD Vibration damper TP Tamper proof H1-18A/xy Horizontal arm bracket (1 fixture)6,7 FDLxy Festoon outlet less electrical6 CPL12/xy 1/2" coupling6 CPL34/xy 3/4" coupling6 CPL1/xy 1" coupling6 NPL12/xy 1/2" threaded nipple6 NPL34/xy 3/4" threaded nipple6 NPL1/xy 1" threaded nipple6 EHHxy Extra handhole6,8 MAEX Match existiing 9 USPOM United States point of manufacture10 Standard colors DDB Dark bronze DWH White DBL Black DMB Medium bronze DNA Natural aluminum Brushed Finish BA Brushed aluminum Classic colors DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Class 1 architectural anodized ABL Black ADB Dark bronze ANA Natural Architectural colors (powder finish)11 ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: SSA 20 4C DM19 BA See footnotes next page. POLE-SSA OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 770-922-9000 www.lithonia.com ©1994-2016 Acuity Brands Lighting, Inc. All rights reserved. Rev. 12/27/16 SSA Square Straight Aluminum Poles IMPORTANT: These specifications are intended for general purposes only. Lithonia reserves the right to change material or design, without prior notice, in a continuing effort to upgrade its products. AASHTO 2013 criteria is the most conservative existing EPA calculation. For poles not showing EPA values under AASHTO 2013, EPA values may exist under commercial criteria. Consult Outdoor Tech support to obtain these values. C A B TECHNICAL INFORMATION – EPA (ft2) WITH 3-SECOND GUST PER AASHTO 2013 Series Mounting Height (ft) Shaft Size 90 MPH Max. weight (lbs) 100 MPH Max. weight (lbs) 110 MPH Max. weight (lbs) 120 MPH Max. weight (lbs) 130 MPH Max. weight (lbs) 140 MPH Max. weight (lbs) 150 MPH Max. weight (lbs) SSA 8 4C 9.4 350 7.2 350 5.5 350 4.3 350 3.3 350 2.6 350 2 350 SSA 10 4C 7 260 5.1 260 3.7 260 2.7 260 1.8 260 1.2 260 0.6 260 SSA 12 4C 4.8 260 3.2 260 2 260 1.1 260 - 260 - - - - SSA 14 4C 3.1 200 1.7 200 0.7 200 - - - - - - - - SSA 15 4C 2.3 200 1 200 - - - - - - - - - - SSA 16 4C 1.5 200 - - - 200 - - - - - - - - SSA 16 4G 9.1 200 6.5 200 4.5 200 3 200 1.8 200 0.9 200 - - SSA 18 4C - 100 - - - - - - - - - - - - SSA 18 4G 6.9 150 4.6 150 2.8 150 1.5 150 - 150 - - - - SSA 18 5G 7.6 260 4.8 260 2.7 260 1.2 260 - - - - - - SSA 20 4C - - - - - - - - - - - - - - SSA 20 4G 4.9 150 2.8 150 1.2 150 - - - - - - - - SSA 20 5G 5.4 150 2.9 150 1.1 150 - - - - - - - - SSA 20 6G 8.5 150 4.9 150 2.2 150 - - - - - - - - SSA 25 5G 0.6 100 - - - - - - - - - - - - SSA 25 6G 1.2 260 - - - - - - - - - - - - SSA 25 6J 6.6 260 2.8 260 - - - - - - - - - - SSA 30 6G - - - - - - - - - - - - - - SSA 30 6J - - - - - - - - - - - - - - SSA 32 6J - - - - - - - - - - - - - - SSA 35 6J - - - - - - - - - - - - - - SSA 35 7J - - - - - - - - - - - - - - POLE DATA Shaft base size Bolt circle (in) A Bolt projection (in) B Base square (in) C Bolt Size Template description Anchor bolt description 4C 8.5 - 9.625 3.125 9.938 3/4 x 18 x 3 ABTEMPLATE PJ50045 AB18-0 4G 8.5 - 9.625 3.125 9.938 3/4 x 30 x 3 ABTEMPLATE PJ50045 AB30-0 5 10.5 - 11.5 3.25 11.563 3/4 x 30 x 3 ABTEMPLATE PJ50046 AB30-0 6 12-13 4 12.25 1 x 36 x 4 ABTEMPLATE PJ50044 AB36-0 7 14.625 4.125 15 1 x 36 x 4 ABTEMPLATE PJ50130 AB36-0 HANDHOLE ORIENTATION A Handhole B C D IMPORTANT INSTALLATION NOTES: • Do not erect poles without having fixtures installed. • Factory-supplied templates must be used when setting anchor bolts. Lithonia Lighting will not accept claim for incorrect anchorage placement due to failure to use factory template. • If poles are stored outside, all protective wrapping must be removed immediately upon delivery to prevent finish damage. • Lithonia Lighting is not responsible for the foundation design. NOTES 1. Wall thickness will be signified by the letter "C", "G" or "J". C represents a 0.125" thickness, "G" represents a 0.188 thickness and "J" represents a 0.250" thickness. 2. When ordering tenon mounting and drill mounting for the same pole, follow this example: DM28/T20. The combination includes a required extra handhole. 3. 3-1/2" and 4" O.D. tenons available on 5" and 6" shafts only. 4. The drilling template pattern to be used for a particular luminaire depends on the luminaire that is used. Refer to the Anchor Bolt Matrix with Generic Template Link at http://www.acuitybrands.com/-/ media/Files/Acuity/Resources/Tools-and-Documents/ Pole%20Resources/Pole%20Anchorage/Matrix%20 Document/AnchorBoltMatrix.pdf?la=en 5. Insert "1" or "2" to designate fixture size; e.g. DM19AST2. 6. Specify location and orientation when ordering option. For "x": Specify the height in feet above base of pole. Example: 5ft = 5 and 20ft, 3in = 20-3 For "y": Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram on this page. Example: 1/2" coupling at 5'8", orientation C: SSA 20 4C DM19 CPL12/5-8C DDB 7. Horizontal arm is 18" x 2-3/8" O.D. tenon standard, with radius curve providing 12" rise and 2-3/8" O.D. 8. Combination of tenon-top and drill mount includes extra handhole. 9. Must add original order number 10. Use when mill certifications are required. 11. Finish must be specified. Additional colors available; see www. lithonia.com/archcolors or Architectural Colors brochure (Form No. 794.3). ” ” ” BASIC MATERIALS AND METHODS SPLICING ELECTRIC CABLES 4 COMPOSITE HANDHOLE DETAIL5 POLE BASE WIRING DIAGRAM3TYPICAL CONDUIT IN TRENCH DETAIL2 ’ LIGHT POLE FOUNDATION DETAIL 1 Traffic Impact Study To: Mr. William Henry – Banner Development Mr. John Burke – Banner Development From: Daniel P. Brinkman, PE, PTOE Date: August 3, 2017 – Final Plan Commission Submittal Subject: JUF-Deerfield Senior Residences 1627 Lake Cook Road Deerfield, Illinois Part I. Project Context and Summary Statement Gewalt Hamilton Associates, Inc. (GHA) has conducted a Traffic Impact Study (TIS) for the above referenced project. Per the NORR Architects and Planners (NORR) site plan dated July 27, 2017, Banner Development intends to construct a 240 unit, Independent Living facility on approximately 5 acres located at the southwest corner of the Wilmot Road / Lake Cook Road intersection. The proposed Independent Living facility is immediately west of the recently completed AMLI apartment building. Briefly summarizing, we believe that the adjacent roadway system can accommodate the additional traffic generated by the proposed JUF-Deerfield Senior Residences facility without any roadway improvements or modifications beyond the construction of the site access drives. Furthermore, the proposed residential building is expected to generate considerably fewer trips than a re-use or redevelopment of the parcel as office space or a traditional, non-age restricted, residential development of the same size. Additionally, while the site plan is technically short of parking per a rigid application of the Village Code (i.e. using the multi-family residential requirements) the anticipated parking demand of the JUF-Deerfield Building can be accommodated by the proposed parking supply, which includes both shared space on the adjacent AMLI site and the flexibility to valet park additional vehicles in the parking garage. Senior housing such as the proposed development typically has a parking demand much lower than a traditional, non-age restricted, residential development on a per unit basis. The following report summarizes our findings and recommendations for your consideration. The Exhibits and Appendices referenced throughout this report are located at the end of this document. Part II. Background Conditions Site Location Map and Aerial Exhibits 1 and 2 respectively provide a location map and aerial context photo of operations in the site vicinity. Key conditions in the area are as follows: The JUF-Deerfield Senior Residences facility will be located southwest of the signalized Lake Cook Road intersection with Wilmot Road, east of the I-94 / I-294 interchange. Proposed Development JUF-Deerfield Senior Residences – 1627 Lake Cook Road Deerfield, IL Gewalt Hamilton Associates, Inc. – Page 2 At its signalized intersection with Wilmot Road, Lake Cook Road provides three travel lanes in each direction. Dual left turn lanes are provided for eastbound traffic, but only a single left turn lane is provided for westbound traffic within a full width median. Lake Cook Road is under the jurisdiction of the Cook County Department of Transportation and Highways (CCDOTH). The posted speed limit is 45 miles per hour (mph) and Lake Cook Road carried approximately 36,500 vehicles per day in 2014 (most recent IDOT data). Wilmot Road is a local (Village of Deerfield jurisdiction) collector roadway that extends both north and south of Lake Cook Road. North of Lake Cook Road, Wilmot Road serves as a buffer between the office / commercial development on the west side and the residential neighborhoods on the east side, before transitioning to all residential. Wilmot Road generally provides one travel lane in each direction, but at its intersection with Lake Cook Road widens to provide dual southbound left turns and a second northbound through lane for approximately ¼ mile. A 25-mph speed limit is posted on Wilmot Road. South of Lake Cook Road, the Wilmot Road extension is a private roadway linking to a series of frontage and circulation roadways under the control of the Arborlake Centre property association. The south leg of the intersection provides dual northbound left turn lanes, a single through lane, and a separate right turn lane. No speed limit is posted on Wilmot Road south of Lake Cook Road. The internal roadway system south of Lake Cook Road generally provides a single travel lane in each direction. When the AMLI development west of the subject site was constructed, the Frontage Road, which parallels Lake Cook, was disconnected from the internal intersection at the Wilmot extension. However, cross access easements between AMLI and the internal intersection exist across the JUF-Deerfield Development site. Existing Traffic Counts GHA conducted traffic counts surrounding the subject site on Tuesday, March 21, 2017 from 6:00-9:00 AM and from 3:00-6:00 PM. The existing Morning and Evening Peak Hours are illustrated on Exhibit 3. Also, shown on Exhibit 3 is the Average Daily Traffic (ADT) 24-hour volume from 2014 along Lake Cook Road from the Illinois Department of Transportation (IDOT) website: www.gettingaroundillinois.com . No unusual activities (e.g. roadway construction, emergency vehicle activity or inclement weather) were observed during our counts that would be expected to impact traffic volumes or travel patterns in the vicinity. Of note however, was the volume of traffic that is traversing both the AMLI site and the subject site along the north end of the properties (essentially the alignment of the old frontage road) to get to the signalized intersection at Wilmot. During the PM Peak hour, over 100 vehicles were observed using the connection between the AMLI building and the subject site and using the eastern connection to the frontage road. It is our opinion that this traffic is emanating from the office buildings east of AMLI and not the AMLI development as the residents would more than likely be returning home during the Evening Peak Hour than leaving. Summaries of the existing traffic counts can be found in Appendix A. Proposed Development JUF-Deerfield Senior Residences – 1627 Lake Cook Road Deerfield, IL Gewalt Hamilton Associates, Inc. – Page 3 Existing Parking Counts In addition to the traffic data collection, GHA conducted hourly parking occupancy counts of the surface parking lots surrounding the subject site including the shared Arborlake Lot west of the entrance roadway, the CJE Senior Life parking lots and the AMLI building parking supply from 6:00 AM to 6:00 PM on Thursday, March 23, 2017. Exhibit 4 identifies the five (5) parking zones, while Exhibit 5 tabulates the observations. Occupancy levels of the various zones have been color-coded for ease of understanding utilization. Green areas experience occupancy between 0 and 60%, Yellow spaces 60-85% and Red areas experienced occupancy of between 85 and 100% at the time our observations were conducted. As can be seen on Exhibit 5, there is generally considerable parking available in both the shared Arborlake Lot and the surface lot surrounding the AMLI Building as well as in the western CJE lot, Zones 1, 4 and 2a, respectively. Note that some spaces on the subject site were observed to be occupied throughout the day. Those occupied spaces were in close proximity to the “crossover” between the subject site and the AMLI building and can readily be accommodated on the AMLI site. There is an existing agreement between the subject site and the AMLI building for use of 35 parking spaces along the western AMLI building parking lot. Part III. Traffic Evaluation Development Plan Included, as Exhibit 6, is the July 27, 2017 Ground Floor Plan prepared by NORR. As can be seen, the proposed building is oriented north-south with an open garden area, flanked by residential wings on the south face. The north half of the ground floor provides covered parking for residents, with additional surface parking provided on the north, east and south sides of the building. The primary visitor entrance to the building is on the west face and is protected by an awning. The parking garage entrance is on the west face of the building and the exit is on the east face. A total of six access points serve the site, including: cross access to the AMLI Parcel, a full movement access to the east-west circulation road north of CJE, a full movement and and exit only drive on the north-south ring road, and both a full movement and exit only drive on the Wilmot Road extension. The loading dock is located on the east face of the building. Project Traffic Characteristics Exhibit 7 – Part A tabulates the traffic generation calculations for the proposed Senior Residences Facility. Development traffic was calculated using the trip generation rates published by the Institute of Transportation Engineers (ITE) in the 9th Edition of the Manual Trip Generation. As can be seen, the proposed development is anticipated to generate between 50 and 60 trips (combined inbound and outbound) during the Morning and Evening Peak Hours and approximately 736 trips on daily (24-hour) basis. For comparison, we have also tabulated the traffic volumes anticipated for a re-use or redevelopment of the current site with a similar (85,000) square foot office building. Note the office building development would be expected to generate over 100 more trips during each of the Peak Hours and over 400 more trips on a daily (24-hour) basis. Exhibit 7 – Part B provides the anticipated trip distribution. This was based primarily on existing travel patterns along Lake Cook and Wilmot Roads and the existing system of frontage and connecting road networks. Existing and proposed cross access, driveway operations, and roadway congestion were all considered in the Proposed Development JUF-Deerfield Senior Residences – 1627 Lake Cook Road Deerfield, IL Gewalt Hamilton Associates, Inc. – Page 4 traffic assignments. Ultimately travel patterns will be dependent upon shopping, dining destinations and residence location of employees and visitors. The majority of traffic is anticipated to arrive and depart the development to and from the east along Lake Cook Road. Additional development trips of a more regional nature will arrive and depart to and from the west along Lake Cook and possibly I-294. Use of Wilmot Road to the north is anticipated to be 15% of the site traffic or less, and little if any development traffic is anticipated to utilize Birchwood Avenue north of Lake Cook Road. Given the proximity of the AMLI and CJE Senior life developments, it is possible that there will be both pedestrian and vehicle trips made by future JUF-Deerfield residents to both existing facilities. However, to help ensure that we consider the maximum traffic impacts we have not taken any discounts for these types of internal or pedestrian oriented trips. Furthermore, while cross access through AMLI is available to the Banner site, all vehicles were assumed to access Lake Cook Road from one of the two signalized intersections. Traffic Assignments Exhibit 8 illustrates the JUF-Deerfield development traffic assignments based on the traffic characteristics summarized in Exhibit 7 (i.e. traffic generation and trip distribution) and assigned to the access system and area roadways. JUF-Deerfield traffic and Eexisting traffic (see Exhibits 8 and 3, respectively) were combined to produce the Total Traffic assignment, which is illustrated in Exhibit 9. Capacity Analyses Intersection capacity analyses were performed at the key Lake Cook intersections with Wilmot Road and Birchwood Drive as well as the frontage road and access intersections. Exhibit 10 – Part A lists the analysis parameters, as published in the Transportation Research Board’s (TRB) 2010 Highway Capacity Manual (HCM). At signalized intersections, Level of Service (LOS) “reports” traffic operations using the letter designations “A” (best) through “F” (worst) and measures the “control delay” per vehicle in seconds. LOS C is often referred to as intersection “design” guideline and LOS D is usually considered as providing the lower threshold of “acceptable” operations. LOS E and F are usually considered “unacceptable”. At unsignalized intersections, the HCM methodology reports the results differently for Two-Way Stop Controlled (TWSC) or All-Way Stop Controlled (AWSC) intersections. For TWSC intersections, LOS is reported for conflicting movements on the major street (i.e. left turns onto the minor approach) and for each movement on the stopped approach. Approach “control delay” is also reported in seconds per vehicle. Results of AWSC analyses are slightly different. LOS is reported for each stopped approach as well as an average overall intersection “control delay” in seconds per vehicle. LOS C and D continue to be considered “design” and “acceptable” operations respectively. Exhibit 10 – Part B summarizes the results of the capacity analyses. As can be seen, the additional traffic impacts of JUF-Deerfield traffic represent a minimal impact to the existing roadways and access driveway operations. While the regional Lake Cook Road intersections do experience longer than desirable delays for some movements, the additional traffic generated by the proposed Banner building does not result in further degrading of the intersection operations. Capacity analysis summary printouts can be found in Appendix B. Proposed Development JUF-Deerfield Senior Residences – 1627 Lake Cook Road Deerfield, IL Gewalt Hamilton Associates, Inc. – Page 5 Parking Analyses Although being developed as a Special Use in the I-1 Zoning District, the proposed JUF-Deerfield Senior Residences facility must still provide parking in accordance with the Village of Deerfield Zoning Ordinance. The following table summarizes the Code Requirements for the unit mix proposed on site. Note that Deerfield does not have a specific Code Requirement for Independent Living type developments so the calculations in Table 1 are based on traditional multi-family development standards and result in a Code Requirement of 400 spaces. Table 1 – Parking by Code Land Use / Unit Type Village Requirement Proposed Units Parking Required Efficiency and One- Bedroom 1.5 spaces per unit 161 units 241.5 (242) Two or more Bedroom 2 spaces per unit 79 units 158 Total Required = 400 The following table summarizes the anticipated parking demand for the proposed building. It is our understanding that the Banner facility will have approximately 70 total employees and that the largest shift will represent approximately 60% of that total, or 40 employees on site at one time. For the Senior Attached Housing land use, the ITE reported an average peak parking demand of 0.59 spaces per dwelling unit, with an observed high rate of 0.67 spaces per unit. Based on studies of similar land uses and facilities GHA recommends that at least 10% of the anticipated demand be provided to accommodate visitor parking. Using this combination of rates and experience, the estimated demand for parking at Banner facility is 221 spaces. Table 2 – Anticipated Parking Demand Land Use / unit Type Comments Estimated Demand Banner Employees Provide 1 space for each staff member on largest shift* 40 Efficiency and One- Bedroom 0.67 spaces per unit 108 Two or more Bedroom 0.67 spaces per unit 53 Visitor Spaces Recommended 10% of overall demand 20 Total Estimated Demand = 221 *approximately 70 total employees with an estimate of the largest shift being 60% of the total The NORR site plan includes a total of 228 parking spaces through a combination of covered (115) and surface (113) parking spaces. Additionally, 62 valet spaces can be provided within the parking garage, increasing the on-site total to 290 spaces including 10 accessible spaces (6 garage / 4 surface). Lastly, there is a cross parking easement / agreement with AMLI for use of 35-spaces along the western AMLI lot line bringing the total available spaces to 325. Proposed Development JUF-Deerfield Senior Residences – 1627 Lake Cook Road Deerfield, IL Gewalt Hamilton Associates, Inc. – Page 6 Lastly, Banner has committed to providing a valet service to residents which would allow for an additional 62 vehicles to be parked in the resident garage. This valet service would bring the total available parking supply up to 329 spaces, which should be more than sufficient for the residents, employees and guests. Recommendations As noted previously, no additional roadway improvements are needed to accommodate the proposed development traffic. The three new site access points are illustrated schematically on Exhibit 11 and consist of: An exit only drive under Stop Sign control on the western ring road A full movement drive under Stop Sign control also on the western ring road A full movement drive under Stop Sign control located at the southeast corner of the property Furthermore, the existing cross access easements for traffic exiting and entering AMLI will be preserved and adjusted to conform to the proposed site layout. Conclusion Based on our observations, analyses and historic experience at the subject site, we feel that the JUF-Deerfield Senior Residences development represents a complementary use to the other commercial and residential uses in the site vicinity and that it does not represent a significant traffic or parking impact. Part IV. Technical Addendum The following Exhibits and Appendices were previously referenced. They provide technical support for our observations, findings, and recommendations discussed in the text. Exhibits 1. Location Map 2. Site Context Aerial 3. Existing Traffic 4. Parking Zones 5. Parking Occupancy 6. Site Plan - reduced 7. Project Traffic Characteristics 8. Site Traffic 9. Total Traffic 10. Intersection Capacity Analyses 11. Traffic Operations Plan Appendices A. Traffic Count Summaries B. Capacity Analysis Worksheets C. Excerpts from AMLI Approval 4801.900 JUF-Deerfield Sr Residences TIS - 080317.doc TECHNICAL ADDENDUM Sources: Esri, HERE, DeLorme, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), MapmyIndia, NGCC, © OpenStreetMap contributors, and the GIS User Community Exhibit 1 - Site Location Map JUF-Deerfield Senior Residences - Deerfield, IL Drawn By: dbrinkmanFile: P:\4800-4849\4801.900 Banner Sr Living Traffic\GIS\Mapping\Location.mxdDate: 4/17/2017 Project:Sources:o 300 Feet 1 inch = Map Center: -87.86682 42.15182 Birchwood Ave I-94 W I-94 E I-294 N Lake Cook RdWilmot RdLake Cook Rd USDA-FSA-APFO Aerial Photography Field Office, Illinois State Geological Survey Exhibit 2 - Site Context JUF-Deerfield Senior Residences - Deerfield, IL Drawn By: dbrinkmanFile: P:\4800-4849\4801.900 Banner Sr Living Traffic\GIS\Mapping\Context.mxdDate: 4/14/2017 Project:Sources:o 300 Feet 1 inch = Map Center: -87.86682 42.15182 Birchwood Ave I-94 E I-94 W Lake Cook Rd Wilmot RdLake Cook Rd Exhibit 4 - Parking Zones JUF-Deerfield Senior Residences - Deerfield Drawn By: dbrinkmanFile: P:\4800-4849\4801.900 Banner Sr Living Traffic\GIS\Mapping\parkign.mxdDate: 4/17/2017 Project:MapCode:Sources: USDA-FSA-APFO Aerial Photography Field Office, Illinois State Geological Surveyo 200 Feet 1 inch = AMLI Development CJE Senior Life Community Subject SIte Zone 1 Zone 2a Zone 2b Zone 2c Zone 3 Zone 4 Zone 5 Regular Spaces112 1 5 11 39 48 46 44 36 37 36 27 20 20ADA Spaces00000000000000Regular Spaces54 1 5 11 27 30 29 33 27 26 30 23 14 9ADA Spaces30000000001100Regular Spaces30 13 12 13 21 20 20 21 23 23 23 17 20 16ADA Spaces32323332003212Regular Spaces16 7 6 11 12 13 13 14 12 12 10 10 8 9ADA Spaces66666665665666Regular Spaces48 18 27 32 42 46 46 44 42 41 38 34 24 23ADA Spaces00000000000000Regular Spaces126 107 91 76 47 51 44 43 45 44 36 38 45 63ADA Spaces54011112212111Regular Spaces1158776775333445ADA Spaces60000000000000Key100%-85% Occupied85%-60% OccupiedBelow 60% Occupied32% 32%213 193167 170 22531% 39% 41% 37%Totals = 12AOverall Percent Occupied = 524CJE Senior Life West2B CJE Senior Life Central2C CJE Senior Life East3 CJE Senior Life SouthArborlake LotParking Zones See Exhibit 4 for Map2:00 PM4:00 PMParking Type5:00 PM12:00 PM7:00 AM9:00 AM11:00 AM1:00 PMParking Supply6:00 AM8:00 AM10:00 AMParking Description36%204 215 19631%1636:00 PM15429%Exhibit 5 - Parking Occupancy SurveyJUF-Deerfield Senior Residences - Deerfield, IllinoisThursday, March 23rd, 2017 from 6:00 AM - 6:00 PM3:00 PM43%41%37%4AMLI Apartment Complex5 Proposed Banner Senior Building27%143187162 Exhibit 7Project Traffic CharacteristicsProposed JUF-Deerfield Senior Residences - Deerfield, ILPart A. Traffic Generation CalculationsITEMorning Peak HourEvening Peak HourDailyCode Units In Out Sum In Out Sum SumProposed Use Independent Living # 252 24016 32 4832 28 60736Previous UseOffice Building #710 85,000 sf147 21 16830 144 1741,160Net Difference =-131 11 -1202 -116 -114-424Source: ITE Trip Generation Manual; 9th EditionPart B. Trip DistributionPercent Use by RouteLake Cook Road35% 35% - East of Birchwood 50% 50%Wilmot Road - North of Lake Cook 15% 15%Birchwood Ave - North of Lake Cooknegligible %negligible %Totals =100% 100%Route & Direction - West of WilmotApproach Site From Depart Site To Exhibit 10 Intersection Capacity Analyses Proposed JUF-Deerfield Senior Residences - Deerfield, IL Part A. Parameters - Type of Traffic Control (Source: 2010 Highway Capacity Manual) I. Traffic Signals II. Stop Sign LOS Delay (sec / veh)Description LOS Delay (sec / veh) All signal phases clear waiting vehicles without delay A 10 Minimal delay experienced on select signal phases B >10 and 15 Some delay experienced on several phases; often used as design criteria C >15 and 25 Usually considered as the acceptable delay standard D >25 and 35 Very long delays experienced during the peak hours E >35 and 50 Unacceptable delays experienced throughout the peak hours F >50 Part B. Results LOS Per Movement Group By Approach > = Shared Lane - = Non Critical or not Allowed Movement TRT - Shared Through/Right lane (with an additonal Through lane) Delay (sec / veh)LOS 1. Wilmot Rd at Lake Cook Rd Traffic Signal LT TH TRT LT TH TRT LT TH RT LT TH RT Intersection Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current E AA F BC EEEEF<24.5 C Total Traffic (See Exhibit 9 ) • Current E AA F BC EEEEF<25.3 C B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current E AA F BB E DDE F < 55.4 E Total Traffic (See Exhibit 9 ) • Current E AA F BC E DDE F < 58.3 E 2. Birchwood Ave at Lake Cook Rd Traffic Signal LT TH RT LT TH RT LT TH RT LT TH RT Intersection Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current F AAE AAE E<>E<8.2 A Total Traffic (See Exhibit 9 ) • Current F AAE AAE E<>E<8.6 A B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current F AA F AA F D < > D < 29.0 C Total Traffic (See Exhibit 9 ) • Current F AA F AA FD<>D<29.7 C 3. Wilmot Extn at Exit Only TWSC -NB Stops LT TH RT LT TH RT LT TH RT LT TH RT NB Approach Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current ------>A<--- 8.5 A Total Traffic (See Exhibit 9 ) • Current ------>A<--- 8.6 A B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current ------>B<---10.0 B Total Traffic (See Exhibit 9 ) • Current ------>B<---10.2 B 4. Wilmot Extn at West Access TWSC - NB Stops LT TH RT LT TH RT LT TH RT LT TH RT NB Approach Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current ---A-->A<--- 5.0 A Total Traffic (See Exhibit 8 ) • Current ---A-->A<--- 8.6 A B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 4 ) • Current - - - A - - > B < - - - 10.1 B Total Traffic (See Exhibit 9 ) • Current - - - A - - > B < - - - 10.3 B Northbound Southbound Roadway Conditions Intersection / Approach D >35 and 55 E >55 and 80 F >80 Eastbound Westbound A 10 B >10 and 20 C >20 and 35 I. Traffic Signals II. Stop Sign LOS Delay (sec / veh)Description LOS Delay (sec / veh) All signal phases clear waiting vehicles without delay A 10 Minimal delay experienced on select signal phases B >10 and 15 Some delay experienced on several phases; often used as design criteria C >15 and 25 Usually considered as the acceptable delay standard D >25 and 35 Very long delays experienced during the peak hours E >35 and 50 Unacceptable delays experienced throughout the peak hours F >50 Part B. Results LOS Per Movement Group By Approach > = Shared Lane - = Non Critical or not Allowed Movement TRT - Shared Through/Right lane (with an additonal Through lane) Delay (sec / veh)LOSNorthbound Southbound Roadway Conditions Intersection / Approach D >35 and 55 E >55 and 80 F >80 Eastbound Westbound A 10 B >10 and 20 C >20 and 35 5. Wilmot Extn at Ring Rd AWSC LT TH RT LT TH RT LT TH RT LT TH RT Intersection Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current - - ->A<>A<>A< 7.2 A Total Traffic (See Exhibit 9 ) • Current - - ->A<>A<>A< 7.3 A B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current - - ->A<>A<>A< 7.5 A Total Traffic (See Exhibit 9 ) • Current - - ->A<>A<>A< 7.6 A 6. Ring Rd at Site Exit TWSC - WB Stops LT TH RT LT TH RT LT TH RT LT TH RT WB Approach Delay A. Weekday Morning Peak Hour Total Traffic (See Exhibit 9 ) • As Planned --->A<------ 8.4 A B. Weekday Evening Peak Hour Total Traffic (See Exhibit 9 ) • As Planned --->A<------ 9.1 A 7. Ring Rd at Site Full Access TWSC - WB Stops LT TH RT LT TH RT LT TH RT LT TH RT WB Approach Delay A. Weekday Morning Peak Hour Total Traffic (See Exhibit 9 ) • As Planned --->A<---A-- 8.4 A B. Weekday Evening Peak Hour Total Traffic (See Exhibit 9 ) • As Planned --->A<---A-- 9.1 A 8. Ring Rd at E-W Rd AWSC LT TH RT LT TH RT LT TH RT LT TH RT Intersection Delay A. Weekday Morning Peak Hour Existing Traffic (See Exhibit 3 ) • Current >A<>A<- - ->A< 7.1 A Total Traffic (See Exhibit 9 ) • Current >A<>A<- - ->A< 7.1 A B. Weekday Evening Peak Hour Existing Traffic (See Exhibit 3 ) • Current >A<>A<- - ->A< 7.1 A Total Traffic (See Exhibit 9 ) • Current >A<>A<- - ->A< 7.1 A APPENDICES A. Traffic Count Summaries B. Capacity Analysis Worksheets C. Excerpts from AMLI Approval APPENDIX A Traffic Count Summaries 4801.900 Deefield ILLake Cook at Wilmot6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: Lake Cook at WilmotSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeWilmot Rd Lake Cook Rd Wilmot Rd Lake Cook RdSouthboundWestboundNorthboundEastboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total6:00 AM 0 8 1 6015 0 1 84 1209701110302119300214 3296:15 AM 0 14 2 11027 0 0 115 12012702000203924220283 4396:30 AM 0 21 1 23045 0 2 133 21015602010305938720448 6526:45 AM 0 24 1 26051 0 1 176 28420502000207852740609 867Hourly Total 0 67 5 660138 0 4 508 7345850712010 0 197 1349 801554 22877:00 AM 0 23 2 27052 0 2 148 29017905100608842710516 7537:15 AM 0 29 3 34066 0 1 253 4012940811010 0 129 524 20655 10257:30 AM 0 60 1 510112 0 1 239 670307 0 13 2 1016 0 137 576 60719 11547:45 AM 0 62 1 440107 0 4 220 580282 0 4 11 0015 0 191 628 70826 1230Hourly Total 0 174 7 1560337 0 8 860 19411062 0 30 15 20470 545 2155160271641628:00 AM 0 46 4 40090 0 0 285 600345051107 0 156 610 00766 12088:15 AM 0 46 6 43195 0 10 270 682348 0 14 6 1021 0 130 592 31725 11898:30 AM 0 42 2 46090 0 10 288 480346 0 12 1 1014 0 85 579 50669 11198:45 AM 0 69 5 24098 0 6 236 320274 0 14 4 3021 0 114 595 30712 1105Hourly Total 0 203 17 1531373 0 26 1079 20821313 0 45 12 6063 0 485 2376 1112872 4621*** BREAK *** - - - ----------------------3:00 PM 0 29 0 43072 0 1 416 230440 0 20 3 5028 0 23 212 20237 7773:15 PM 0 34 2 38074 0 1 433 320466 0 15 2 8025 1 16 282 20301 8663:30 PM 0 62 0 770139 0 2 477 260505 0 30 4 5039 0 24 266 20292 9753:45 PM 0 59 1 660126 0 2 398 270427 0 15 1 5021 0 33 240 40277 851Hourly Total 0 184 3 2240411 0 6 1724 10801838 0 80 10 230113 1 96 1000 100110734694:00 PM 0 573780138 0 3 488 370528 0 52 11 14077 0 20 243 10264 10074:15 PM 0 61 3 920156 0 1 480 390520 0 38 10 10058 1 35 248 10285 10194:30 PM 0 53 2 990154 0 4 470 380512 0 41 10 6057 0 35 282 20319 10424:45 PM 0 70 3 840157 0 2 465 430510 0 51 6 6063 0 44 307 40355 1085Hourly Total 0 241 11 3530605 0 10 1903 15702070 0 182 37 360255 1 134 1080 801223 41535:00 PM 0 70 0 980168 0 2 444 380484 0 82 17 120111 0 37 310 50352 11155:15 PM 0 54 0 920146 0 0 497 270524 0 80 12 170109 0 32 324 30359 11385:30 PM 0 51 0 970148 0 0 449 380487 0 60 2 3065 0 41 277 40322 10225:45 PM 0 49 1 640114 0 1 373 260400 0 33 3 4040 0 39 319 30361 915Hourly Total 0 224 1 3510576 0 3 1763 12901895 0 255 34 360325 0 149 1230 1501394 4190Grand Total 0 1093 44 130312440 0 57 7837 86978763 0 599 109 1050813 2 1606 9190 68110866 22882Approach %0.0 44.8 1.853.4--0.0 0.7 89.4 9.9-- 0.0 73.7 13.4 12.9-- 0.0 14.8 84.6 0.6---Total % 0.0 4.8 0.2 5.7-10.7 0.0 0.2 34.2 3.8-38.3 0.0 2.6 0.5 0.5-3.6 0.0 7.0 40.2 0.3-47.5 -Lights0 1070 42 1286-2398 0 56 7642 846-8544 0 587 107 104-798 2 1594 8978 67-10641 22381% Lights- 97.9 95.5 98.7-98.3 - 98.2 97.5 97.4-97.5 - 98.0 98.2 99.0-98.2 100.0 99.3 97.7 98.5-97.9 97.8Mediums 0 22 2 14-38 0 1 156 19-176 0 12 2 1-15 0 9 180 1-190 419% Mediums - 2.0 4.5 1.1-1.6 - 1.8 2.0 2.2-2.0 - 2.0 1.8 1.0-1.8 0.0 0.6 2.0 1.5-1.7 1.8Articulated Trucks 0 1 0 3-400394-430000-003320-35 82 Appendix A - Traffic Count Summaries 1 4801.900 Deefield ILW Frontage Rd 16-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: W Frontage Rd 1Site Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeDrivewayDrivewayFrontage RdSouthboundNorthboundEastboundU-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total Int. Total6:00 AM00202003030000056:15 AM10304000000100156:30 AM00505002020200296:45 AM0064600020010217Hourly Total10164170052504024267:00 AM104050020204004117:15 AM105160060604014167:30 AM305080071707007227:45 AM4011015004040600625Hourly Total902513400191190210121748:00 AM004040080804004168:15 AM1019020001121106006378:30 AM10150160070708008318:45 AM101401500606012001233Hourly Total305205500322320300030117*** BREAK ***----------------3:00 PM10203003030240024303:15 PM00505003030220022303:30 PM10304005050320032413:45 PM1070800202023002333Hourly Total301702000130130101001011344:00 PM1060700120120640064834:15 PM1050600170170370037604:30 PM00707009090520052684:45 PM008080018018046004672Hourly Total202602800560560199001992835:00 PM00808002602608600861205:15 PM00202003603607900791175:30 PM1030400250250290029585:45 PM005050020020024002449Hourly Total1018019001070107021800218344Grand Total1901545173002325232057303573978Approach %11.00.089.0--0.00.0100.0--0.0100.00.0---Total %1.90.015.7-17.70.00.023.7-23.70.058.60.0-58.6-Lights180150-16800232-23205580-558958% Lights94.7-97.4-97.1--100.0-100.0-97.4--97.498.0Mediums104-5000-00150-1520% Mediums5.3-2.6-2.9--0.0-0.0-2.6--2.62.0Articulated Trucks000-0000-0000-00% Articulated Trucks0.0-0.0-0.0--0.0-0.0-0.0--0.00.0Pedestrians---5----5----3--Appendix A - Traffic Count Summaries 2 4801.900 Deefield ILW Frontage Rd 26-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: W Frontage Rd 2Site Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeFrontage RdDrivewayFrontage RdWestboundNorthboundEastboundU-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total Int. Total6:00 AM00202000000000026:15 AM00303000000100146:30 AM01405000000200276:45 AM0150601122000008Hourly Total02140160112203003217:00 AM00404000000400487:15 AM00505000000400497:30 AM005050000007108137:45 AM029011001010500517Hourly Total0223025001010201021478:00 AM00404000000400488:15 AM01180190001006006258:30 AM02140160000008008248:45 AM001401400000012001226Hourly Total035005300010030003083*** BREAK ***----------------3:00 PM00202000000240024263:15 PM02305001010210021273:30 PM00303001010310031353:45 PM0250700101023002331Hourly Total04130170030309900991194:00 PM00606001010630063704:15 PM01304000000350035394:30 PM02608000000521053614:45 PM1250800000044004452Hourly Total1520026001010194101952225:00 PM04307004040840084955:15 PM02103003030740074805:30 PM03104004040260026345:45 PM0410500000023002328Hourly Total01360190011011020700207237Grand Total12912601560117318055320555729Approach %0.618.680.8--0.05.694.4--0.099.60.4---Total %0.14.017.3-21.40.00.12.3-2.50.075.90.3-76.1-Lights128123-1520116-1705392-541710% Lights100.0 96.697.6-97.4-100.0 94.1-94.4-97.5 100.0-97.597.4Mediums013-4001-10140-1419% Mediums0.03.42.4-2.6-0.05.9-5.6-2.50.0-2.52.6Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----3----0--Appendix A - Traffic Count Summaries 3 4801.900 Deefield ILWest Frontage Rd at Ring Rd6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: West Frontage Rd at Ring RdSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeDrivewayFrontage RdDrivewaySouthboundWestboundNorthboundU-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total Int. Total6:00 AM00202002020000046:15 AM00404002020010176:30 AM00101013040020276:45 AM00929042260000015Hourly Total001621605921400303337:00 AM017080040400303157:15 AM018190050500303177:30 AM036090410501516207:45 AM0220022063090030334Hourly Total0741148010130230114115868:00 AM01160170220400303248:15 AM0350818801700212278:30 AM0217019011301400606398:45 AM0690150950140160736Hourly Total01247059130180490117118126*** BREAK ***----------------3:00 PM0111212020021013014283:15 PM0114015021030010010283:30 PM0124116030030020020393:45 PM011201305005001201230Hourly Total04511356012101310550561254:00 PM0320032042060030030684:15 PM0142016022040020020404:30 PM0240024005050030030594:45 PM022102301405002402452Hourly Total092309507130200010401042195:00 PM0352037040040049049905:15 PM0291030000000041041715:30 PM07108000000018018265:45 PM014001401001001001025Hourly Total085408905005001180118212Grand Total02411226363169542124123112314801Approach %0.066.433.6--0.855.643.5--0.30.699.0---Total %0.030.115.2-45.30.18.66.7-15.50.10.238.8-39.2-Lights0241121-36216951-12110297-298781% Lights-100.099.2-99.7100.0 100.0 94.4-97.6 100.00.095.5-94.997.5Mediums001-1003-30214-1620% Mediums-0.00.8-0.30.00.05.6-2.40.0100.04.5-5.12.5Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.00.00.00.0-0.00.00.00.0-0.00.0Pedestrians---6----2----2--Appendix A - Traffic Count Summaries 4 4801.900 Deefield ILWest Frontage Rd at EW6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: West Frontage Rd at EWSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeAMLI EW AccessDrivewayDrivewaySouthboundWestboundEastboundU-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total Int. Total6:00 AM01102000000000026:15 AM01203011020000056:30 AM01203012030000066:45 AM0103013000000000013Hourly Total01380210230500000267:00 AM043070120301102127:15 AM052070020201001107:30 AM0730100330603003197:45 AM0915024023050020231Hourly Total02523048061001605308728:00 AM011100210220401001268:15 AM03100130510601001208:30 AM0111702804601000000388:45 AM07100170750120210332Hourly Total032470790181403204105116*** BREAK ***----------------3:00 PM0221401901004206203:15 PM042060170803104183:30 PM07007001501506006283:45 PM07007007070410519Hourly Total020412402380400174021854:00 PM040040121022096015414:15 PM040040190100111012264:30 PM00000012502605207334:45 PM0200202180200630931Hourly Total01000100573078031120431315:00 PM0410502320340172019585:15 PM0200200240240171018445:30 PM01001001601603205225:45 PM010010290110210315Hourly Total0810904810850396045139Grand Total01088311910372190256096260122569Approach %0.056.543.5--0.014.585.5--0.078.721.3---Total %0.019.014.6-33.60.06.538.5-45.00.016.94.6-21.4-Lights010783-190035208-24309122-113546% Lights-99.1 100.0-99.5-94.695.0-94.9-94.884.6-92.696.0Mediums010-10211-13054-923% Mediums-0.90.0-0.5-5.45.0-5.1-5.215.4-7.44.0Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---1----0----0--Appendix A - Traffic Count Summaries 5 Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: CJE West at EWSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeDrivewayCJE AccessDrivewayWestboundNorthboundEastboundThruLeft U-Turn Peds App. Total RightLeft U-Turn Peds App. Total Right Thru U-Turn Peds App. Total Int. Total6:00 AM00000000001000116:15 AM20002000000100136:30 AM30003000000000036:45 AM000000000037001010Hourly Total5000500000480012177:00 AM20002010013300697:15 AM10001010013100467:30 AM510060100125007147:45 AM4100511002210001219Hourly Total12200141400510190029488:00 AM3100401001740011168:15 AM50005010011200398:30 AM8100902002550010218:45 AM90009030136300921Hourly Total2520027070171914003367*** BREAK ***----------------3:00 PM510060601613004163:15 PM500051301441005143:30 PM11000111200334007213:45 PM50005030035300816Hourly Total2610027214021613110024674:00 PM170001716007550010344:15 PM800082200432005174:30 PM21000210401402002274:45 PM1900019130041300427Hourly Total6500065415011991200211055:00 PM2410025010001034007425:15 PM24000241100212003295:30 PM14100150300321003215:45 PM1100011000000200213Hourly Total73200751140015690015105Grand Total2067002138540462617300134409Approach %96.73.30.0--12.987.10.0--45.554.50.0---Total %50.41.70.0-52.12.013.20.0-15.214.917.80.0-32.8-Lights19270-1998540-6261680-129390% Lights93.2100.0--93.4 100.0 100.0--100.0 100.0 93.2--96.395.4Mediums1400-14000-0050-519% Mediums6.80.0--6.60.00.0--0.00.06.8--3.74.6Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.00.00.0--0.00.0Pedestrians---0----4----0--Appendix A - Traffic Count Summaries 6 4801.900 Deefield ILCJE East at EW6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: CJE East at EWSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeDrivewayCJE AccessDrivewayWestboundNorthboundEastboundU-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total Int. Total6:00 AM00000000000000006:15 AM00202000000100136:30 AM00202000000200246:45 AM0000000000070077Hourly Total00404000000100010147:00 AM00202002020300377:15 AM11002000000200247:30 AM017080000007007157:45 AM0060600101010011017Hourly Total1215018003030220122438:00 AM00202000000600688:15 AM00606000000210398:30 AM009090100105005158:45 AM00808000000300311Hourly Total002502501001016101743*** BREAK ***----------------3:00 PM036090122305106183:15 PM005050001005005103:30 PM01110120010104004173:45 PM0070700000020029Hourly Total0429033013340161017544:00 PM0015015001010100010264:15 PM00120120000005005174:30 PM00200200100103003244:45 PM0022022001010500528Hourly Total0069069012030230023955:00 PM03230260100103003305:15 PM00240240000005005295:30 PM01120130000003003165:45 PM0012012000000100113Hourly Total047107501001012001288Grand Total110213022404831209921101337Approach %0.44.595.1--0.033.366.7--0.098.02.0---Total %0.33.063.2-66.50.01.22.4-3.60.029.40.6-30.0-Lights110199-210046-100932-95315% Lights100.0 100.0 93.4-93.8-100.0 75.0-83.3-93.9 100.0-94.193.5Mediums0014-14002-2060-622% Mediums0.00.06.6-6.3-0.025.0-16.7-6.10.0-5.96.5Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----3----1--Appendix A - Traffic Count Summaries 7 4801.900 Deefield ILAMLI SW6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: AMLI SWSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeAMLI SWDrivewayDrivewaySouthboundWestboundEastboundU-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total U-Turn LeftThru Peds App. Total Int. Total6:00 AM00000000000000006:15 AM00000020020110246:30 AM01001020020000036:45 AM0000000000005055Hourly Total010010400401607127:00 AM00000020020040467:15 AM00101000000010127:30 AM000000700700606137:45 AM0000006006011201319Hourly Total0010101500150123024408:00 AM01102020020050598:15 AM00000050050020278:30 AM01001010001000505168:45 AM00000080080030311Hourly Total021030250025001501543*** BREAK ***----------------3:00 PM000100600601607133:15 PM001010510600505123:30 PM00111010001000404153:45 PM0000006107001018Hourly Total0022202720290116017484:00 PM0010101510160011011284:15 PM0010108301102416184:30 PM00101020002001405264:45 PM0120301740210230529Hourly Total01506060806805221271015:00 PM00101023002301304285:15 PM00000023302600505315:30 PM00101013001300404185:45 PM0000001010110020213Hourly Total002020694073011401590Grand Total0411215020014021409961105334Approach %0.026.773.3--0.093.56.5--0.08.691.4---Total %0.01.23.3-4.50.059.94.2-64.10.02.728.7-31.4-Lights0411-15018714-2010990-99315% Lights-100.0 100.0-100.0-93.5 100.0-93.9-100.0 93.8-94.394.3Mediums000-00130-13006-619% Mediums-0.00.0-0.0-6.50.0-6.1-0.06.3-5.75.7Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---2----0----1--Appendix A - Traffic Count Summaries 8 4801.900 Deefield ILAMLI SE6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: AMLI SESite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeAMLI SE Access Driveway Driveway DrvewaySouthboundWestboundNorthboundEastboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total6:00 AM 0 0 0 00000000000000000000006:15 AM 0 0 0 10100000001000100010136:30 AM 0 0 0 00000200200000000100136:45 AM 0 1 0 0010000000000000014056Hourly Total 0 1 0 102002002010001002507127:00 AM 0 0 0 000002002000000007128107:15 AM 0 2 0 00200200200000000200267:30 AM 0 0 1 001004004010001003205117:45 AM 0 0 0 00000800800000000122014 22Hourly Total 0 2 1 0030016001601000100245229498:00 AM 0 0 0 00000200201000100501588:15 AM 0 0 0 00000500500000000101168:30 AM 0 0 1 102006006020002015006168:45 AM 0 0 0 00000800800000000210311Hourly Total 0 0 1 1020021002103000301131215 41*** BREAK *** - - - ----------------------3:00 PM 0 0 0 010008008010001005207163:15 PM 0 1 1 002006006000010003104123:30 PM 0 0 0 000006006041005013004153:45 PM 0 0 0 0000060060100010001118Hourly Total 0 1 1 0120026002606101701114116514:00 PM 0 100010016301900100100120212 334:15 PM 0 0 0 20200100010000000012003154:30 PM 0 2 0 00200150015040004005005264:45 PM 0 1 0 1020020202200000000500529Hourly Total 0 4 0 3070061506604100501240225 1035:00 PM 0 0 0 10100240024000000003003285:15 PM 0 0 0 00000260026000000014005315:30 PM 0 0 0 10100110011020002004024185:45 PM 0 0 0 10100800802000200200213Hourly Total 0 0 0 3030069006904000401130214 90Grand Total 0 8 3 8119 0 0 195 50200 0 19 2 0121 0 4 87 159106 346Approach %0.0 42.1 15.842.1--0.0 0.0 97.5 2.5-- 0.0 90.5 9.5 0.0-- 0.0 3.8 82.1 14.2---Total % 0.0 2.3 0.9 2.3-5.5 0.0 0.0 56.4 1.4-57.8 0.0 5.5 0.6 0.0-6.1 0.0 1.2 25.1 4.3-30.6 -Lights0 7 3 8-18 0 0 186 5-191 0 15 2 0-17 0 4 79 15-98 324% Lights- 87.5 100.0 100.0-94.7 - - 95.4 100.0-95.5 - 78.9 100.0 --81.0 - 100.0 90.8 100.0-92.5 93.6Mediums 0 1 0 0-10090-90400-40080-822% Mediums - 12.5 0.0 0.0-5.3 - - 4.6 0.0-4.5 - 21.1 0.0 --19.0 - 0.0 9.2 0.0-7.5 6.4Articulated Trucks 0 0 0 0-00000-00000-00000-00Appendix A - Traffic Count Summaries 9 4801.900 Deefield ILLake Cook at Center6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: Lake Cook at CenterSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeLake Cook RdCenterLake Cook RdWestboundNorthboundEastboundU-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total Int. Total6:00 AM011960197002020466904756746:15 AM0228702890110205101705278186:30 AM0134203430000005803006109536:45 AM023020304013040618510669977Hourly Total06112701133026080217410702281 34227:00 AM0133203330040406123606489857:15 AM01371037200202057552062710017:30 AM0133303340000005664606129467:45 AM022880290022040601840685979Hourly Total051324013290280100235421802572 39118:00 AM0128802890220404939205858788:15 AM00269026902305048110705888628:30 AM0020902090420603885004386538:45 AM011960197032050414362450652Hourly Total02962096401190200177628522061 3045*** BREAK ***----------------3:00 PM00490049001860240294302978113:15 PM03528053101920210352703599113:30 PM02490049202330260302603088263:45 PM0152205230127019041780425967Hourly Total062030020360721809001365240138935154:00 PM00452045203140350357803658524:15 PM03508051101650210412604189504:30 PM03473047602550300317303208264:45 PM0238203840128020038160387791Hourly Total0818150182308422010601467230149034195:00 PM01465046601550200321303248105:15 PM04435043901160170290502957515:30 PM09404041301630190252202546865:45 PM0128802890133016021110212517Hourly Total01515920160705517072010741101085 2764Grand Total0428850088920226800306010210 66821087820076Approach %0.00.599.5--0.073.926.1--0.093.96.1---Total %0.00.244.1-44.30.01.10.4-1.50.050.93.3-54.2-Lights0428638-8680022678-30409985664-1064919633% Lights-100.0 97.6-97.6-100.0 97.5-99.3-97.899.4-97.997.8Mediums00168-168002-201883-191361% Mediums-0.01.9-1.9-0.02.5-0.7-1.80.4-1.81.8Articulated Trucks0044-44000-00371-3882% Articulated Trucks-0.00.5-0.5-0.00.0-0.0-0.40.1-0.30.4Pedestrians---0----0----2--Appendix A - Traffic Count Summaries 10 4801.900 Deefield ILFrontage at Center6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: Frontage at CenterSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeCenter Access Frontage Rd Center/Parking Lot Frontage RdSouthboundWestboundNorthboundEastboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total6:00 AM 0 2 0 00200100100000005100696:15 AM 0 2 1 00300000000000002100366:30 AM 0 6 5 0011002002000000030003166:45 AM 0 6 2 201000000001000104100516Hourly Total 0 16 8 202600300301000101430017 477:00 AM 0 1 4 106010001000000022004117:15 AM 0 4 9 2015001102001001003003217:30 AM 0 14 12 1027001001000000003003317:45 AM 0 26 20 104700200201000104200656Hourly Total 0 45 45 5095014106011002061000161198:00 AM 0 19 19 1039012003001001032005488:15 AM 0 25 19 2046001001001001012003518:30 AM 0 26 17 3046021003000000004004538:45 AM 0 43 30 507800000000200203400787Hourly Total 0 113 85 11020903400700400407120019 239*** BREAK *** - - - ----------------------3:00 PM 0 1 0 001001304011002040004113:15 PM 0 3 3 208006107002002021003203:30 PM 0 0 1 203002406023106021104193:45 PM 0 1 1 40600330600220402000218Hourly Total 0 5 5 8018 0 0 12 110230383014 0 10 2 1013684:00 PM 0 00202016140210282012053008434:15 PM 0 1 6 3010 0 0 10 120220660012022004484:30 PM 0 0 5 308009170260370110040004484:45 PM 0 3 3 208001410024036111003100446Hourly Total 0 4 14 10028 0 1 39 53093 0 14 27 3244 0 14 6 0020 1855:00 PM 0 1 4 409001220032 0 9 10 1020051006675:15 PM 0 1 2 7010 1 0 25 90350870015021003635:30 PM 0 1 0 405001517032 0 10 14 3027000000645:45 PM 0 1 2 50800159024046301304200651Hourly Total 0 4 8 20032 1 0 67 550123 0 31 37 7075 0 11 4 0015 245Grand Total 0 187 165 560408 1 5 129 1200255 0 50 77 132140 0 62 37 10100 903Approach %0.0 45.8 40.413.7--0.4 2.0 50.6 47.1-- 0.0 35.7 55.0 9.3-- 0.0 62.0 37.0 1.0---Total % 0.0 20.7 18.3 6.2-45.2 0.1 0.6 14.3 13.3-28.2 0.0 5.5 8.5 1.4-15.5 0.0 6.9 4.1 0.1-11.1 -Lights0 187 165 52-404 1 5 129 120-255 0 50 77 13-140 0 61 37 1-99 898% Lights- 100.0 100.0 92.9-99.0 100.0 100.0 100.0 100.0-100.0 - 100.0 100.0 100.0-100.0 - 98.4 100.0 100.0-99.0 99.4Mediums 0 0 0 4-40000-00000-00100-15% Mediums - 0.0 0.0 7.1-1.0 0.0 0.0 0.0 0.0-0.0 - 0.0 0.0 0.0-0.0 - 1.6 0.0 0.0-1.0 0.6Articulated Trucks 0 0 0 0-00000-00000-00000-00Appendix A - Traffic Count Summaries 11 4801.900 Deefield ILLake Cook at Birchwood6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: Lake Cook at BirchwoodSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeBirchwood Ave Lake Cook Rd Birchwood Ave Lake Cook RdSouthboundWestboundNorthboundEastboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total6:00 AM 0 6 0 107039000930302050118780196 3016:15 AM 0 3 0 003 0 1 126 10128020002 0 2 263 120277 4106:30 AM 0 8 0 2010 0 5 173 40182090009 0 3 365 180386 5876:45 AM 0 4 0 004 0 6 175 30184020204010465450520 712Hourly Total 0 21 0 3024 0 15 564 80587 0 16 0 4020 0 16 1280 8301379 20107:00 AM 0 5 0 106 0 14 197 10212040509 0 5 428 420475 7027:15 AM 0 3 1 408 0 11 274 40289 0 19 0 8027 0 3 442 610506 8307:30 AM 0 9 2 7018 0 20 325 70352 0 12 0 4016 0 4 532 730609 9957:45 AM 0 5 0 106 0 22 319 30344 0 10 1 8019 0 7 535 980640 1009Hourly Total 0 22 3 13038 0 67 1115 1501197 0 45 1 250710 19 19372740223035368:00 AM 0 3 0 609 0 24 300 74331 0 12 1 8021 0 10 518 1010629 9908:15 AM 0 12 2 3117 0 22 339 51366 0 18 1 4023 0 11 487 941592 9988:30 AM 0 17 0 11128 0 30 270 80308 0 20 1 7028 0 4 464 871555 9198:45 AM 0 11 1 6018 0 21 248 70276 0 14 1 7022 0 8 532 790619 935Hourly Total 0 43 3 26272 0 97 1157 2751281 0 64 4 26094 0 33 2001 36122395 3842*** BREAK *** - - - ----------------------3:00 PM 0 4 2 309 0 10 398 140422 0 36 1 9046 0 9 222 60237 7143:15 PM 0 8 0 2010 0 6 415 50426 0 44 0 10054 0 9 252 121273 7633:30 PM 0 18 0 9027 0 4 443 80455 0 44 1 9054 0 7 278 110296 8323:45 PM 0 9 0 5014 0 6 390 130409 0 56 2 7065 0 3 235 100248 736Hourly Total 0 39 2 19060 0 26 1646 4001712 0 180 4 350219 0 28 987 391105430454:00 PM 0 913113 0 8 435 60449 0 72 0 26098 0 9 284 132306 8664:15 PM 0 10 1 4015 0 11 440 90460 0 61 8 16085 0 6 328 171351 9114:30 PM 0 8 3 2013 0 7 419 40430 0 87 6 140107 0 4 292 50301 8514:45 PM 0 5 0 6011 0 12 428 80448 0 83 4 12099 0 13 394 140421 979Hourly Total 0 32 5 15152 0 38 1722 2701787 0 303 18 680389 0 32 1298 4931379 36075:00 PM 0 6 1 4011 0 10 352 80370 0 92 4 170113 0 6 333 140353 8475:15 PM 0 8 0 4012 1 13 436 100460 0 81 5 8094 0 4 401 180423 9895:30 PM 0 6 0 107 0 12 360 130385 0 87 3 100100 0 6 303 80317 8095:45 PM 0 4 1 308 0 7 329 110347 0 52 0 9061 0 11 365 180394 810Hourly Total 0 24 2 12038 1 42 1477 4201562 0 312 12 440368 0 27 1402 5801487 3455Grand Total 0 181 15 883284 1 285 7681 15958126 0 920 39 20201161 0 155 8905 86469924 19495Approach %0.0 63.7 5.331.0--0.0 3.5 94.5 2.0-- 0.0 79.2 3.4 17.4-- 0.0 1.6 89.7 8.7---Total % 0.0 0.9 0.1 0.5-1.5 0.0 1.5 39.4 0.8-41.7 0.0 4.7 0.2 1.0-6.0 0.0 0.8 45.7 4.4-50.9 -Lights0 177 15 86-278 1 280 7479 154-7914 0 907 38 196-1141 0 149 8693 843-9685 19018% Lights- 97.8 100.0 97.7-97.9 100.0 98.2 97.4 96.9-97.4 - 98.6 97.4 97.0-98.3 - 96.1 97.6 97.6-97.6 97.6Mediums 0 4 0 1-5 0 4 165 4-173 0 13 1 6-20 0 5 182 21-208 406% Mediums - 2.2 0.0 1.1-1.8 0.0 1.4 2.1 2.5-2.1 - 1.4 2.6 3.0-1.7 - 3.2 2.0 2.4-2.1 2.1Articulated Trucks 0 0 0 1-101371-390000-001300-31 71 Appendix A - Traffic Count Summaries 12 4801.900 Deefield ILAMLI NE6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: AMLI NESite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeFrontage RdParking LotFrontage RdWestboundNorthboundEastboundU-Turn LeftThru Peds App. Total U-Turn LeftRight Peds App. Total U-Turn Thru Right Peds App. Total Int. Total6:00 AM00000000100600666:15 AM01001000000300346:30 AM00101002020100146:45 AM0130400303020029Hourly Total02406005150120012237:00 AM00101002020200257:15 AM02103011020200277:30 AM02002001010100147:45 AM01304004040400412Hourly Total0550100180909009288:00 AM00202005050010188:15 AM00101001010200248:30 AM04004002020210398:45 AM0110200414021039Hourly Total0540900121120630930*** BREAK ***----------------3:00 PM00404000000300373:15 PM034070010102002103:30 PM035080020200000103:45 PM0060600101010018Hourly Total06190250040406006354:00 PM01110120450902002234:15 PM02180200030301102254:30 PM02150170010102002204:45 PM0615021122150100127Hourly Total01159070161111806107955:00 PM05280330130401001385:15 PM05390440110201001475:30 PM03340370100100101395:45 PM0225027012030100131Hourly Total015126014104601003104155Grand Total0442170261111463580425047366Approach %0.016.983.1--1.719.079.3--0.089.410.6---Total %0.012.059.3-71.30.33.012.6-15.80.011.51.4-12.8-Lights040216-25611146-580415-46360% Lights-90.999.5-98.1100.0 100.0 100.0-100.0-97.6 100.0-97.998.4Mediums041-5000-0010-16% Mediums-9.10.5-1.90.00.00.0-0.0-2.40.0-2.11.6Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.00.00.00.0-0.0-0.00.0-0.00.0Pedestrians---0----3----0--Appendix A - Traffic Count Summaries 13 Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: AMLI NWSite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeParking LotFrontage Rd/AMLI NWParking LotSouthboundWestboundNorthboundThruLeft U-Turn Peds App. Total RightLeft U-Turn Peds App. Total Right Thru U-Turn Peds App. Total Int. Total6:00 AM00000200020000026:15 AM00000000000000006:30 AM00000100010000016:45 AM1200320002000005Hourly Total12003500050000087:00 AM00000200020000027:15 AM00000600060000067:30 AM02002700070000097:45 AM0200241005000007Hourly Total04004191 002000000248:00 AM00010800280000088:15 AM01001100 001000000118:30 AM02002700070000098:45 AM0000050005000005Hourly Total03013300 02300000033*** BREAK ***----------------3:00 PM00000300030000033:15 PM02002400040000063:30 PM00000500050100163:45 PM0101130013000004Hourly Total03013150 011501001194:00 PM00000130 001300000134:15 PM01001170 001700000184:30 PM0100193001210001144:45 PM04004180 00181000123Hourly Total06006573 006020002685:00 PM04004320 003200000365:15 PM02002390 003900000415:30 PM03003290 002900000325:45 PM0400419000190000023Hourly Total013001311900011900000132Grand Total131023224540324921003284Approach %3.196.90.0--98.41.60.0--66.733.30.0---Total %0.410.90.0-11.386.31.40.0-87.70.70.40.0-1.1-Lights1300-3124440-248210-3282% Lights100.0 96.8--96.999.6 100.0--99.6 100.0 100.0--100.0 99.3Mediums010-1100-1000-02% Mediums0.03.2--3.10.40.0--0.40.00.0--0.00.7Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.00.00.0--0.00.0Pedestrians---2----3----0--Appendix A - Traffic Count Summaries 14 4801.900 Deefield ILFrontage at Embassy6-hrGHA MIOGewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 lbeckham@gha-engineers.comCount Name: Frontage at EmbassySite Code:Start Date: 03/21/2017Page No: 1Turning Movement DataStart TimeHuehl Rd Frontage Rd Huehl Rd Frontage RdSouthboundWestboundNorthboundEastboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total6:00 AM 0 7 2 2011001102002002010001166:15 AM 0 8 5 0013000202000000001001166:30 AM 0 13 6 6025000909001001000000356:45 AM 0 38 15 105401000100310400000059Hourly Total 0 66 28 90103011120140061070110021267:00 AM 0 37 16 4057001405008109012013747:15 AM 0 52 16 3071012306002020220120031027:30 AM 0 63 28 5096041106001200120221051197:45 AM 0 92 26 7012500020200140014018009150Hourly Total 0 244 86 19034905410019 0 0 54 30570 5 1411204458:00 AM 0 94 16 100120012518001920210172010 1598:15 AM 0 86 31 5012201111113 0 0 10 1011 0 2 11 5118 1648:30 AM 0 74 33 10011701011012 0 0 14 00140281111 1548:45 AM 0 70 25 7010201580140070070395017 140Hourly Total 0 324 105 32046104835247 0 0 50 3053 0 8 35 13256 617*** BREAK *** - - - ----------------------3:00 PM 0 5 11 0016 0 0 3 25028 0 0 18 0018052007693:15 PM 0 7 7 4018 0 2 3 22027 0 0 21 2023044018763:30 PM 0 5 8 3016 0 1 1 24026 0 0 24 1025 0 10 3 1014 813:45 PM 0 6 7 0013 0 0 2 42044 0 0 18 101907200985Hourly Total 0 23 33 70630391130125 0 0 81 4085 0 26 11 11383114:00 PM 0 8103021 0 0 3 39042 0 1 46 4151 0 10 0 0110 1244:15 PM 0 15 8 5028 0 2 6 44052 0 1 28 1030 0 17 4 0021 1314:30 PM 0 5 7 6018 0 1 5 44050 0 0 40 2042 0 17 2 0019 1294:45 PM 0 6 15 5026 0 1 1 49051 0 0 43 5148 0 19 1 0020 145Hourly Total 0 34 40 19093 0 4 15 1760195 0 2 157 122171 0 63 7 0170 5295:00 PM 0 13 10 1024 0 2 7 40049 0 0 43 6049 0 17 8 0025 1475:15 PM 0 11 9 9029 0 0 4 35039 0 0 34 2036 0 24 4 0028 1325:30 PM 0 4 7 10021 0 0 5 48053 0 0 30 3133 0 18 1 0019 1265:45 PM 0 6 14 4024 0 0 0 30030 0 0 21 4025 0 14 4 0018 97Hourly Total 0 34 40 24098 0 2 16 1530171 0 0 128 151143 0 73 17 0090 502Grand Total 0 725 332 11001167 0 19 53 4992571 0 2 476 383516 0 176 85 155276 2530Approach %0.0 62.1 28.49.4--0.0 3.3 9.3 87.4-- 0.0 0.4 92.2 7.4-- 0.0 63.8 30.8 5.4---Total % 0.0 28.7 13.1 4.3-46.1 0.0 0.8 2.1 19.7-22.6 0.0 0.1 18.8 1.5-20.4 0.0 7.0 3.4 0.6-10.9 -Lights0 714 320 109-1143 0 16 53 490-559 0 2 467 32-501 0 176 85 15-276 2479% Lights- 98.5 96.4 99.1-97.9 - 84.2 100.0 98.2-97.9 - 100.0 98.1 84.2-97.1 - 100.0 100.0 100.0-100.0 98.0Mediums 0 11 12 0-230309-120096-150000-050% Mediums - 1.5 3.6 0.0-2.0 - 15.8 0.0 1.8-2.1 - 0.0 1.9 15.8-2.9 - 0.0 0.0 0.0-0.0 2.0Articulated Trucks 0 0 0 1-10000-00000-00000-01Appendix A - Traffic Count Summaries 15 APPENDIX B Capacity Analyses Worksheets HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXISTING AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 20 19 1070 267 38 21 3 219 16 178 Signal Information Green Yellow Red 1.9 22.7 65.9 4.7 2.5 13.2 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 614 2465 20 19 1070 267 38 21 3 219 16 178 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 0 0 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 11.0 11.0 12.0 13.0 12.0 12.0 12.0 Turn Bay Length, ft 565 0 260 0 50 0 50 190 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 38.0 90.0 15.0 67.0 13.0 17.0 18.0 22.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.0 4.5 4.0 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:45:48 AM Appendix B - HCS Worksheets 1 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXISTING AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 20 19 1070 267 38 21 3 219 16 178 Signal Information Green Yellow Red 1.9 22.7 65.9 4.7 2.5 13.2 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 4.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 33.6 99.1 6.4 71.9 8.7 19.2 15.2 25.7 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 3.2 5.4 3.2 5.4 Queue Clearance Time ( g s ), s 27.6 3.6 3.6 3.5 11.0 19.6 Green Extension Time ( g e ), s 1.5 0.0 0.0 0.0 0.0 0.9 0.2 0.1 Phase Call Probability 1.00 0.54 0.79 1.00 1.00 1.00 Max Out Probability 0.40 0.00 0.01 0.11 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 646 1745 871 20 1091 317 40 22 3 231 204 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1723 1863 1855 1774 1863 1606 1723 1937 1610 1757 1599 Queue Service Time ( g s ), s 25.6 19.7 20.6 1.6 13.7 17.8 1.6 1.5 0.2 9.0 17.6 Cycle Queue Clearance Time ( g c ), s 25.6 19.7 20.6 1.6 13.7 17.8 1.6 1.5 0.2 9.0 17.6 Green Ratio ( g/C )0.70 0.67 0.67 0.01 0.47 0.47 0.03 0.09 0.09 0.08 0.14 Capacity ( c ), veh/h 717 2478 1234 25 2631 756 116 183 152 281 225 Volume-to-Capacity Ratio ( X )0.901 0.704 0.706 0.814 0.414 0.419 0.343 0.121 0.021 0.820 0.908 Back of Queue ( Q ), ft/ln ( 95 th percentile)448.8 178 208 46.2 225.5 276.9 32.8 34.2 4.8 198 367.3 Back of Queue ( Q ), veh/ln ( 95 th percentile)17.7 7.0 8.2 1.8 8.9 11.1 1.3 1.3 0.2 7.9 14.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.79 0.00 0.00 0.18 0.00 0.00 0.66 0.00 0.10 1.04 0.00 Uniform Delay ( d 1 ), s/veh 54.0 3.8 4.0 68.9 16.3 23.5 66.1 58.1 57.5 63.4 59.3 Incremental Delay ( d 2 ), s/veh 11.6 1.7 3.4 45.1 0.5 1.7 0.6 0.4 0.1 9.6 35.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 65.6 5.5 7.4 114.0 16.8 25.2 66.8 58.5 57.6 73.0 94.8 Level of Service (LOS)E A A F B C E E E E F Approach Delay, s/veh / LOS 17.9 B 20.0 C 63.5 E 83.2 F Intersection Delay, s/veh / LOS 24.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.8 C 3.4 C 3.7 D Bicycle LOS Score / LOS 2.3 B 1.1 A 0.6 A 1.2 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:45:48 AM Appendix B - HCS Worksheets 2 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXISTING AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 20 19 1070 267 38 21 3 219 16 178 Signal Information Green Yellow Red 1.9 22.7 65.9 4.7 2.5 13.2 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)0.971 1.000 1.000 1.000 1.000 1.000 0.971 1.000 1.000 0.971 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right-Turn Adjustment Factor (fRT)0.996 0.996 0.862 0.862 0.000 0.847 0.858 0.858 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 3445 5535 45 1774 5770 1425 3445 1937 1610 3514 132 1467 Proportion of Vehicles Arriving on Green (P)0.21 0.89 0.67 0.01 0.63 0.47 0.03 0.09 0.09 0.08 0.14 0.14 Incremental Delay Factor (k)0.32 0.50 0.50 0.11 0.50 0.50 0.04 0.15 0.15 0.18 0.42 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Green Ratio (g/C)0.70 0.67 0.01 0.47 0.03 0.09 0.08 0.14 Permitted Saturation Flow Rate (sp), veh/h/ln 381 0 0 0 0 1173 0 1408 Shared Saturation Flow Rate (ssh), veh/h/ln Permitted Effective Green Time (gp), s 69.0 0.0 0.0 0.0 0.0 19.0 0.0 19.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Permitted Queue Service Time (gps), s Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.852 0.00 2.107 0.00 2.644 0.00 2.921 0.00 Pedestrian Fs / Fdelay 0.000 0.083 0.000 0.119 0.000 0.162 0.000 0.158 Pedestrian Mcorner / Mcw Bicycle cb / db 1330.43 7.85 941.72 19.60 189.02 57.39 281.41 51.69 Bicycle Fw / Fv -3.64 1.79 -3.64 0.59 -3.64 0.11 -3.64 0.72 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:45:48 AM Appendix B - HCS Worksheets 3 --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:45:48 AM Appendix B - HCS Worksheets 4 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 26 24 1070 267 49 21 3 219 18 178 Signal Information Green Yellow Red 2.5 22.1 65.4 5.2 2.0 13.8 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 614 2465 26 24 1070 267 49 21 3 219 18 178 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 0 0 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 11.0 11.0 12.0 13.0 12.0 12.0 12.0 Turn Bay Length, ft 565 0 260 0 50 0 50 190 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 38.0 90.0 15.0 67.0 13.0 17.0 18.0 22.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.0 4.5 4.0 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:47:09 AM Appendix B - HCS Worksheets 5 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 26 24 1070 267 49 21 3 219 18 178 Signal Information Green Yellow Red 2.5 22.1 65.4 5.2 2.0 13.8 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 4.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 33.6 98.0 7.0 71.4 9.2 19.8 15.2 25.8 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 3.2 5.4 3.2 5.4 Queue Clearance Time ( g s ), s 27.6 4.0 4.0 3.5 11.0 19.8 Green Extension Time ( g e ), s 1.5 0.0 0.0 0.0 0.0 0.9 0.2 0.0 Phase Call Probability 1.00 0.63 0.87 1.00 1.00 1.00 Max Out Probability 0.49 0.02 0.04 0.11 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 646 1749 873 25 1091 317 52 22 3 231 206 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1723 1863 1852 1774 1863 1606 1723 1937 1610 1757 1601 Queue Service Time ( g s ), s 25.6 21.7 22.9 2.0 13.9 17.9 2.0 1.5 0.2 9.0 17.8 Cycle Queue Clearance Time ( g c ), s 25.6 21.7 22.9 2.0 13.9 17.9 2.0 1.5 0.2 9.0 17.8 Green Ratio ( g/C )0.70 0.66 0.66 0.02 0.47 0.47 0.04 0.10 0.10 0.08 0.14 Capacity ( c ), veh/h 715 2449 1217 32 2612 751 128 191 158 281 226 Volume-to-Capacity Ratio ( X )0.903 0.714 0.717 0.797 0.417 0.422 0.404 0.116 0.020 0.820 0.912 Back of Queue ( Q ), ft/ln ( 95 th percentile)450.7 196.1 226.1 54.6 228 278.8 42.3 34 4.8 198 373.5 Back of Queue ( Q ), veh/ln ( 95 th percentile)17.7 7.7 8.9 2.1 9.0 11.2 1.7 1.3 0.2 7.9 14.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.80 0.00 0.00 0.21 0.00 0.00 0.85 0.00 0.10 1.04 0.00 Uniform Delay ( d 1 ), s/veh 54.1 4.3 4.6 68.5 16.7 23.8 65.9 57.6 57.0 63.4 59.2 Incremental Delay ( d 2 ), s/veh 12.1 1.8 3.6 34.8 0.5 1.7 0.8 0.4 0.1 9.6 37.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 66.2 6.1 8.3 103.3 17.2 25.5 66.7 57.9 57.1 73.0 96.5 Level of Service (LOS)E A A F B C E E E E F Approach Delay, s/veh / LOS 18.6 B 20.5 C 63.8 E 84.1 F Intersection Delay, s/veh / LOS 25.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.8 C 3.4 C 3.7 D Bicycle LOS Score / LOS 2.3 B 1.1 A 0.6 A 1.2 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:47:09 AM Appendix B - HCS Worksheets 6 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 614 2465 26 24 1070 267 49 21 3 219 18 178 Signal Information Green Yellow Red 2.5 22.1 65.4 5.2 2.0 13.8 3.5 3.5 4.5 4.0 4.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)0.971 1.000 1.000 1.000 1.000 1.000 0.971 1.000 1.000 0.971 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right-Turn Adjustment Factor (fRT)0.994 0.994 0.862 0.862 0.000 0.847 0.859 0.859 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 3445 5520 58 1774 5770 1425 3445 1937 1610 3514 147 1454 Proportion of Vehicles Arriving on Green (P)0.21 0.88 0.66 0.02 0.62 0.47 0.04 0.10 0.10 0.08 0.14 0.14 Incremental Delay Factor (k)0.33 0.50 0.50 0.11 0.50 0.50 0.04 0.15 0.15 0.18 0.44 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Green Ratio (g/C)0.70 0.66 0.02 0.47 0.04 0.10 0.08 0.14 Permitted Saturation Flow Rate (sp), veh/h/ln 381 0 0 0 0 1173 0 1408 Shared Saturation Flow Rate (ssh), veh/h/ln Permitted Effective Green Time (gp), s 69.0 0.0 0.0 0.0 0.0 19.0 0.0 19.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Permitted Queue Service Time (gps), s Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.852 0.00 2.107 0.00 2.644 0.00 2.921 0.00 Pedestrian Fs / Fdelay 0.000 0.084 0.000 0.120 0.000 0.162 0.000 0.158 Pedestrian Mcorner / Mcw Bicycle cb / db 1314.56 8.22 934.97 19.85 196.83 56.90 282.65 51.61 Bicycle Fw / Fv -3.64 1.80 -3.64 0.59 -3.64 0.13 -3.64 0.72 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:47:09 AM Appendix B - HCS Worksheets 7 --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:47:09 AM Appendix B - HCS Worksheets 8 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 15 8 1915 149 279 50 45 247 5 373 Signal Information Green Yellow Red 0.8 3.1 77.1 12.6 1.6 19.8 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 148 1226 15 8 1915 149 279 50 45 247 5 373 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 0 0 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 11.0 11.0 12.0 13.0 12.0 12.0 12.0 Turn Bay Length, ft 565 0 260 0 50 0 50 190 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 18.0 82.0 14.0 78.0 27.0 17.0 27.0 17.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.0 4.5 4.0 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:50:06 AM Appendix B - HCS Worksheets 9 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 15 8 1915 149 279 50 45 247 5 373 Signal Information Green Yellow Red 0.8 3.1 77.1 12.6 1.6 19.8 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 4.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 12.9 90.7 5.3 83.1 18.2 27.4 16.6 25.8 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 3.2 5.4 3.2 5.4 Queue Clearance Time ( g s ), s 8.2 2.7 13.7 5.6 12.2 21.8 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.0 0.5 2.9 0.5 0.0 Phase Call Probability 1.00 0.28 1.00 1.00 1.00 1.00 Max Out Probability 0.30 0.00 0.00 0.08 0.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 156 873 434 8 1650 522 294 53 47 260 398 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1723 1863 1851 1774 1863 1767 1723 1937 1610 1757 1582 Queue Service Time ( g s ), s 6.2 9.2 9.5 0.7 18.1 20.9 11.7 3.3 3.6 10.2 19.8 Cycle Queue Clearance Time ( g c ), s 6.2 9.2 9.5 0.7 18.1 20.9 11.7 3.3 3.6 10.2 19.8 Green Ratio ( g/C )0.55 0.60 0.60 0.01 0.55 0.55 0.10 0.15 0.15 0.09 0.14 Capacity ( c ), veh/h 207 2253 1119 11 3077 973 350 295 246 317 223 Volume-to-Capacity Ratio ( X )0.751 0.387 0.387 0.793 0.536 0.537 0.839 0.178 0.193 0.820 1.781 Back of Queue ( Q ), ft/ln ( 95 th percentile)130.2 137.5 149.4 23.9 243.5 290.6 231.4 76.5 68.1 205.8 1236 Back of Queue ( Q ), veh/ln ( 95 th percentile)5.1 5.4 5.9 0.9 9.6 11.6 9.1 3.0 2.7 8.2 48.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.23 0.00 0.00 0.09 0.00 0.00 4.63 0.00 1.36 1.08 0.00 Uniform Delay ( d 1 ), s/veh 64.8 6.3 6.5 69.5 10.8 13.5 61.8 51.7 51.8 62.6 60.1 Incremental Delay ( d 2 ), s/veh 5.4 0.5 1.0 76.8 0.7 2.1 3.0 0.4 0.5 2.0 369.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 70.2 6.8 7.5 146.3 11.5 15.6 64.7 52.1 52.3 64.6 429.2 Level of Service (LOS)E A A F B B E D D E F Approach Delay, s/veh / LOS 13.7 B 13.0 B 61.6 E 285.1 F Intersection Delay, s/veh / LOS 55.4 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.8 C 3.4 C 3.7 D Bicycle LOS Score / LOS 1.3 A 1.4 A 1.1 A 1.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:50:06 AM Appendix B - HCS Worksheets 10 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 15 8 1915 149 279 50 45 247 5 373 Signal Information Green Yellow Red 0.8 3.1 77.1 12.6 1.6 19.8 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)0.971 1.000 1.000 1.000 1.000 1.000 0.971 1.000 1.000 0.971 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right-Turn Adjustment Factor (fRT)0.993 0.993 0.949 0.949 0.000 0.847 0.849 0.849 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 3445 5509 67 1774 6825 531 3445 1937 1610 3514 21 1561 Proportion of Vehicles Arriving on Green (P)0.06 0.81 0.60 0.01 0.73 0.55 0.10 0.15 0.15 0.09 0.14 0.14 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.06 0.15 0.15 0.04 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Green Ratio (g/C)0.55 0.60 0.01 0.55 0.10 0.15 0.09 0.14 Permitted Saturation Flow Rate (sp), veh/h/ln 381 0 0 0 0 1173 0 1408 Shared Saturation Flow Rate (ssh), veh/h/ln Permitted Effective Green Time (gp), s 69.0 0.0 0.0 0.0 0.0 19.0 0.0 19.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Permitted Queue Service Time (gps), s Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.852 0.00 2.107 0.00 2.644 0.00 2.921 0.00 Pedestrian Fs / Fdelay 0.000 0.096 0.000 0.106 0.000 0.157 0.000 0.158 Pedestrian Mcorner / Mcw Bicycle cb / db 1209.52 10.93 1101.12 14.14 305.10 50.27 282.50 51.62 Bicycle Fw / Fv -3.64 0.80 -3.64 0.90 -3.64 0.65 -3.64 1.09 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:50:06 AM Appendix B - HCS Worksheets 11 --- Messages --- WARNING: If demand exceeds capacity, a multiple-period analysis should be conducted. WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:50:06 AM Appendix B - HCS Worksheets 12 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 26 21 1915 149 289 53 56 247 10 373 Signal Information Green Yellow Red 2.2 1.8 77.1 12.6 2.0 19.3 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 148 1226 26 21 1915 149 289 53 56 247 10 373 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 0 0 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 11.0 11.0 12.0 13.0 12.0 12.0 12.0 Turn Bay Length, ft 565 0 260 0 50 0 50 190 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 18.0 82.0 14.0 78.0 27.0 17.0 27.0 17.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.0 4.5 4.0 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:51:45 AM Appendix B - HCS Worksheets 13 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 26 21 1915 149 289 53 56 247 10 373 Signal Information Green Yellow Red 2.2 1.8 77.1 12.6 2.0 19.3 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 4.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 12.9 89.3 6.7 83.1 18.6 27.4 16.6 25.3 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 3.2 5.4 3.2 5.4 Queue Clearance Time ( g s ), s 8.2 3.7 14.1 6.5 12.2 21.3 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.0 0.5 2.9 0.5 0.0 Phase Call Probability 1.00 0.58 1.00 1.00 1.00 1.00 Max Out Probability 0.30 0.05 0.01 0.11 0.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 156 882 436 22 1650 522 304 56 59 260 403 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1723 1863 1842 1774 1863 1767 1723 1937 1610 1757 1585 Queue Service Time ( g s ), s 6.2 10.0 10.5 1.7 18.1 20.9 12.1 3.5 4.5 10.2 19.3 Cycle Queue Clearance Time ( g c ), s 6.2 10.0 10.5 1.7 18.1 20.9 12.1 3.5 4.5 10.2 19.3 Green Ratio ( g/C )0.55 0.60 0.60 0.02 0.55 0.55 0.10 0.15 0.15 0.09 0.14 Capacity ( c ), veh/h 207 2218 1097 27 3077 973 361 295 246 317 219 Volume-to-Capacity Ratio ( X )0.751 0.398 0.398 0.807 0.536 0.537 0.844 0.189 0.240 0.820 1.841 Back of Queue ( Q ), ft/ln ( 95 th percentile)130.2 149.6 165.3 49.6 243.6 290.6 239.3 81.2 85.5 205.8 1277.8 Back of Queue ( Q ), veh/ln ( 95 th percentile)5.1 5.9 6.5 2.0 9.6 11.6 9.4 3.2 3.4 8.2 50.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.23 0.00 0.00 0.19 0.00 0.00 4.79 0.00 1.71 1.08 0.00 Uniform Delay ( d 1 ), s/veh 64.8 6.9 7.3 68.7 10.8 13.5 61.6 51.8 52.2 62.6 60.3 Incremental Delay ( d 2 ), s/veh 5.4 0.5 1.1 40.5 0.7 2.1 3.8 0.4 0.7 2.0 395.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 70.2 7.4 8.4 109.2 11.5 15.6 65.4 52.2 52.9 64.6 456.0 Level of Service (LOS)E A A F B B E D D E F Approach Delay, s/veh / LOS 14.3 B 13.4 B 61.9 E 302.6 F Intersection Delay, s/veh / LOS 58.3 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.8 C 3.4 C 3.7 D Bicycle LOS Score / LOS 1.3 A 1.4 A 1.2 A 1.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:51:45 AM Appendix B - HCS Worksheets 14 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.95 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Wilmot File Name Lake Cook & wilmot PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 148 1226 26 21 1915 149 289 53 56 247 10 373 Signal Information Green Yellow Red 2.2 1.8 77.1 12.6 2.0 19.3 3.5 3.5 4.5 4.0 0.0 4.5 1.0 1.0 1.5 0.0 0.0 1.5 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)0.971 1.000 1.000 1.000 1.000 1.000 0.971 1.000 1.000 0.971 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.952 0.000 0.952 0.000 Right-Turn Adjustment Factor (fRT)0.989 0.989 0.949 0.949 0.000 0.847 0.851 0.851 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 3445 5452 116 1774 6825 531 3445 1937 1610 3514 41 1544 Proportion of Vehicles Arriving on Green (P)0.06 0.79 0.60 0.02 0.73 0.55 0.10 0.15 0.15 0.09 0.14 0.14 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.07 0.15 0.15 0.04 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 4.0 6.0 4.0 6.0 Green Ratio (g/C)0.55 0.60 0.02 0.55 0.10 0.15 0.09 0.14 Permitted Saturation Flow Rate (sp), veh/h/ln 381 0 0 0 0 1173 0 1408 Shared Saturation Flow Rate (ssh), veh/h/ln Permitted Effective Green Time (gp), s 69.0 0.0 0.0 0.0 0.0 19.0 0.0 19.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Permitted Queue Service Time (gps), s Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.852 0.00 2.107 0.00 2.644 0.00 2.921 0.00 Pedestrian Fs / Fdelay 0.000 0.098 0.000 0.106 0.000 0.157 0.000 0.158 Pedestrian Mcorner / Mcw Bicycle cb / db 1190.60 11.46 1101.11 14.14 305.11 50.27 276.38 51.99 Bicycle Fw / Fv -3.64 0.81 -3.64 0.91 -3.64 0.69 -3.64 1.09 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:51:45 AM Appendix B - HCS Worksheets 15 --- Messages --- WARNING: If demand exceeds capacity, a multiple-period analysis should be conducted. WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:51:45 AM Appendix B - HCS Worksheets 16 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction LCDOT Time Period EXISTING AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood EX AM.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2072 387 93 1283 22 61 3 28 29 4 17 Signal Information Green Yellow Red 3.3 1.4 100.4 13.9 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 32 2072 387 93 1283 22 61 3 28 29 4 17 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 12.0 11.0 11.0 12.0 13.0 12.0 Turn Bay Length, ft 140 0 100 150 0 50 0 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 100.0 15.0 100.0 25.0 25.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.5 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:31:33 AM Appendix B - HCS Worksheets 17 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction LCDOT Time Period EXISTING AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood EX AM.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2072 387 93 1283 22 61 3 28 29 4 17 Signal Information Green Yellow Red 3.3 1.4 100.4 13.9 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 2.0 3.0 2.0 4.0 6.0 8.0 Phase Duration, s 7.8 106.4 13.7 112.3 19.9 19.9 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 5.2 5.2 Queue Clearance Time ( g s ), s 4.5 9.3 13.5 7.2 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.0 0.3 0.5 Phase Call Probability 0.72 0.97 1.00 1.00 Max Out Probability 0.00 0.10 0.87 0.02 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 32 2093 391 94 661 657 62 31 51 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1774 1773 1579 1774 1863 1851 1385 1666 1396 Queue Service Time ( g s ), s 2.5 17.4 13.1 7.3 0.0 0.8 6.1 2.4 2.8 Cycle Queue Clearance Time ( g c ), s 2.5 17.4 13.1 7.3 0.0 0.8 11.5 2.4 5.2 Green Ratio ( g/C )0.02 0.72 0.72 0.07 0.76 0.76 0.10 0.10 0.10 Capacity ( c ), veh/h 41 2541 1131 116 1413 1404 137 167 181 Volume-to-Capacity Ratio ( X )0.780 0.824 0.346 0.808 0.468 0.468 0.450 0.187 0.280 Back of Queue ( Q ), ft/ln ( 95 th percentile)65.7 113.5 189.3 166.9 20 25.6 105.4 48.8 80.4 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.6 4.5 7.5 6.6 0.8 1.0 4.1 1.9 3.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.47 0.00 1.89 1.11 0.00 0.00 2.11 0.00 0.00 Uniform Delay ( d 1 ), s/veh 68.0 1.3 7.5 64.5 0.0 0.1 64.5 57.8 59.0 Incremental Delay ( d 2 ), s/veh 26.4 3.2 0.8 12.4 1.1 1.1 3.3 0.8 1.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 94.4 4.5 8.3 76.9 1.1 1.3 67.8 58.5 60.2 Level of Service (LOS)F A A E A A E E E Approach Delay, s/veh / LOS 6.2 A 6.2 A 64.7 E 60.2 E Intersection Delay, s/veh / LOS 8.2 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.2 B 2.0 B 2.9 C 3.0 C Bicycle LOS Score / LOS 2.6 B 1.7 A 0.6 A 0.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:31:33 AM Appendix B - HCS Worksheets 18 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction LCDOT Time Period EXISTING AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood EX AM.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2072 387 93 1283 22 61 3 28 29 4 17 Signal Information Green Yellow Red 3.3 1.4 100.4 13.9 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.729 0.000 0.789 0.750 Right-Turn Adjustment Factor (fRT)0.000 0.847 0.994 0.994 0.860 0.860 0.000 0.750 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1774 3547 1579 1774 3652 63 1385 161 1505 810 112 475 Proportion of Vehicles Arriving on Green (P)0.02 0.96 0.72 0.07 1.00 0.76 0.10 0.10 0.10 0.10 0.10 0.10 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.15 0.15 0.15 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 6.0 6.0 Green Ratio (g/C)0.02 0.72 0.07 0.76 0.10 0.10 Permitted Saturation Flow Rate (sp), veh/h/ln 0 0 0 0 1385 1400 Shared Saturation Flow Rate (ssh), veh/h/ln 0 Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 14.0 14.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 8.6 11.6 Permitted Queue Service Time (gps), s 6.1 2.8 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 1.4 Queue Service Time Before Blockage (gfs), s 1.4 Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.557 0.00 1.389 0.00 2.107 0.00 2.224 0.00 Pedestrian Fs / Fdelay 0.000 0.069 0.000 0.056 0.000 0.162 0.000 0.162 Pedestrian Mcorner / Mcw Bicycle cb / db 1434.85 5.59 1519.16 4.05 198.44 56.80 198.44 56.80 Bicycle Fw / Fv -3.64 2.08 -3.64 1.17 -3.64 0.15 -3.64 0.08 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:31:33 AM Appendix B - HCS Worksheets 19 --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:31:33 AM Appendix B - HCS Worksheets 20 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2085 387 96 1288 22 61 3 31 29 4 17 Signal Information Green Yellow Red 3.3 1.7 99.9 14.2 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 32 2085 387 96 1288 22 61 3 31 29 4 17 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 12.0 11.0 11.0 12.0 13.0 12.0 Turn Bay Length, ft 140 0 100 150 0 50 0 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 100.0 15.0 100.0 25.0 25.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.5 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:34:19 AM Appendix B - HCS Worksheets 21 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2085 387 96 1288 22 61 3 31 29 4 17 Signal Information Green Yellow Red 3.3 1.7 99.9 14.2 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 2.0 3.0 2.0 4.0 6.0 8.0 Phase Duration, s 7.8 105.9 13.9 112.1 20.2 20.2 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 5.2 5.2 Queue Clearance Time ( g s ), s 4.5 9.6 13.8 7.4 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.0 0.3 0.5 Phase Call Probability 0.72 0.98 1.00 1.00 Max Out Probability 0.00 0.18 1.00 0.02 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 32 2106 391 97 663 660 62 34 51 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1774 1773 1579 1774 1863 1852 1385 1664 1372 Queue Service Time ( g s ), s 2.5 19.9 13.2 7.6 0.0 0.8 6.1 2.6 2.8 Cycle Queue Clearance Time ( g c ), s 2.5 19.9 13.2 7.6 0.0 0.8 11.8 2.6 5.4 Green Ratio ( g/C )0.02 0.71 0.71 0.07 0.76 0.76 0.10 0.10 0.10 Capacity ( c ), veh/h 41 2527 1125 119 1409 1401 137 170 181 Volume-to-Capacity Ratio ( X )0.781 0.833 0.348 0.812 0.471 0.471 0.449 0.202 0.279 Back of Queue ( Q ), ft/ln ( 95 th percentile)65.7 125.5 192.7 173 20.2 25.9 105.4 53.5 80.4 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.6 4.9 7.6 6.8 0.8 1.0 4.1 2.1 3.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.47 0.00 1.93 1.15 0.00 0.00 2.11 0.00 0.00 Uniform Delay ( d 1 ), s/veh 68.0 1.5 7.7 64.4 0.0 0.1 64.5 57.6 58.9 Incremental Delay ( d 2 ), s/veh 26.4 3.4 0.8 12.9 1.1 1.1 3.3 0.8 1.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 94.4 4.9 8.5 77.3 1.1 1.3 67.7 58.4 60.1 Level of Service (LOS)F A A E A A E E E Approach Delay, s/veh / LOS 6.6 A 6.4 A 64.4 E 60.1 E Intersection Delay, s/veh / LOS 8.6 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.2 B 2.0 B 2.9 C 3.0 C Bicycle LOS Score / LOS 2.6 B 1.7 A 0.6 A 0.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:34:19 AM Appendix B - HCS Worksheets 22 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Mar 21, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL AM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood AMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 2085 387 96 1288 22 61 3 31 29 4 17 Signal Information Green Yellow Red 3.3 1.7 99.9 14.2 0.0 0.0 3.5 3.5 4.5 4.5 0.0 0.0 1.0 1.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.729 0.000 0.775 0.737 Right-Turn Adjustment Factor (fRT)0.000 0.847 0.994 0.994 0.859 0.859 0.000 0.737 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1774 3547 1579 1774 3652 62 1385 147 1517 796 110 467 Proportion of Vehicles Arriving on Green (P)0.02 0.95 0.71 0.07 1.00 0.76 0.10 0.10 0.10 0.10 0.10 0.10 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.15 0.15 0.15 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 6.0 6.0 Green Ratio (g/C)0.02 0.71 0.07 0.76 0.10 0.10 Permitted Saturation Flow Rate (sp), veh/h/ln 0 0 0 0 1385 1396 Shared Saturation Flow Rate (ssh), veh/h/ln 0 Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 14.3 14.3 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 8.7 11.7 Permitted Queue Service Time (gps), s 6.1 2.8 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 1.4 Queue Service Time Before Blockage (gfs), s 1.4 Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.557 0.00 1.389 0.00 2.107 0.00 2.224 0.00 Pedestrian Fs / Fdelay 0.000 0.070 0.000 0.057 0.000 0.162 0.000 0.162 Pedestrian Mcorner / Mcw Bicycle cb / db 1427.41 5.74 1515.35 4.11 202.25 56.56 202.25 56.56 Bicycle Fw / Fv -3.64 2.09 -3.64 1.17 -3.64 0.16 -3.64 0.08 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:34:19 AM Appendix B - HCS Worksheets 23 --- Messages --- WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:34:19 AM Appendix B - HCS Worksheets 24 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1429 51 42 1635 30 343 19 51 27 4 16 Signal Information Green Yellow Red 2.7 1.6 90.2 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 27 1429 51 42 1635 30 343 19 51 27 4 16 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 12.0 11.0 11.0 12.0 13.0 12.0 Turn Bay Length, ft 140 0 100 150 0 50 0 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 14.0 91.0 14.0 91.0 35.0 35.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.5 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:36:52 AM Appendix B - HCS Worksheets 25 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1429 51 42 1635 30 343 19 51 27 4 16 Signal Information Green Yellow Red 2.7 1.6 90.2 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 2.0 3.0 2.0 4.0 6.0 8.0 Phase Duration, s 7.2 96.2 8.8 97.8 35.0 35.0 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 5.2 5.2 Queue Clearance Time ( g s ), s 4.1 5.3 31.0 8.9 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 2.7 Phase Call Probability 0.65 0.81 1.00 1.00 Max Out Probability 0.12 0.74 1.00 0.02 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 27 1443 52 42 842 840 346 71 47 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1774 1773 1579 1774 1863 1851 1386 1713 1291 Queue Service Time ( g s ), s 2.1 17.6 1.7 3.3 20.1 21.2 22.1 4.8 2.1 Cycle Queue Clearance Time ( g c ), s 2.1 17.6 1.7 3.3 20.1 21.2 29.0 4.8 6.9 Green Ratio ( g/C )0.02 0.64 0.64 0.03 0.66 0.66 0.21 0.21 0.21 Capacity ( c ), veh/h 34 2285 1017 55 1221 1213 271 355 308 Volume-to-Capacity Ratio ( X )0.792 0.632 0.051 0.775 0.690 0.692 1.280 0.199 0.154 Back of Queue ( Q ), ft/ln ( 95 th percentile)57.8 179.8 26.2 82 210.1 216.1 822.6 96.7 66.4 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.3 7.1 1.0 3.2 8.3 8.6 32.4 3.8 2.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.41 0.00 0.26 0.55 0.00 0.00 16.45 0.00 0.00 Uniform Delay ( d 1 ), s/veh 68.4 4.8 9.2 67.4 4.3 4.6 61.0 45.9 46.7 Incremental Delay ( d 2 ), s/veh 32.1 1.3 0.1 20.4 3.2 3.3 151.4 0.4 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 100.4 6.1 9.3 87.8 7.5 7.9 212.4 46.3 47.1 Level of Service (LOS)F A A F A A F D D Approach Delay, s/veh / LOS 7.9 A 9.7 A 184.3 F 47.1 D Intersection Delay, s/veh / LOS 29.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.2 B 2.1 B 2.9 C 3.0 C Bicycle LOS Score / LOS 1.7 A 1.9 A 1.2 A 0.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:36:52 AM Appendix B - HCS Worksheets 26 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period EXIST PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PME.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1429 51 42 1635 30 343 19 51 27 4 16 Signal Information Green Yellow Red 2.7 1.6 90.2 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.730 0.000 0.728 0.693 Right-Turn Adjustment Factor (fRT)0.000 0.847 0.994 0.994 0.884 0.884 0.000 0.693 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1774 3547 1579 1774 3647 67 1386 465 1248 742 110 440 Proportion of Vehicles Arriving on Green (P)0.02 0.86 0.64 0.03 0.87 0.66 0.21 0.21 0.21 0.21 0.21 0.21 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.50 0.15 0.15 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 6.0 6.0 Green Ratio (g/C)0.02 0.64 0.03 0.66 0.21 0.21 Permitted Saturation Flow Rate (sp), veh/h/ln 0 0 0 0 1386 1351 Shared Saturation Flow Rate (ssh), veh/h/ln 0 Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 29.0 29.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 22.1 24.2 Permitted Queue Service Time (gps), s 22.1 2.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 1.5 Queue Service Time Before Blockage (gfs), s 1.5 Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.557 0.00 1.389 0.00 2.107 0.00 2.224 0.00 Pedestrian Fs / Fdelay 0.000 0.087 0.000 0.085 0.000 0.152 0.000 0.152 Pedestrian Mcorner / Mcw Bicycle cb / db 1288.32 8.86 1311.19 8.30 414.29 44.00 414.29 44.00 Bicycle Fw / Fv -3.64 1.26 -3.64 1.42 -3.64 0.69 -3.64 0.08 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:36:52 AM Appendix B - HCS Worksheets 27 --- Messages --- WARNING: If demand exceeds capacity, a multiple-period analysis should be conducted. WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:36:52 AM Appendix B - HCS Worksheets 28 HCS 2010 Signalized Intersection Input Data General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1440 51 45 1648 30 343 19 55 27 4 16 Signal Information Green Yellow Red 2.7 1.9 89.9 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 27 1440 51 45 1648 30 343 19 55 27 4 16 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHV), %2 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT )3 4 3 3 4 3 3 3 3 3 3 3 Upstream Filtering (I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 11.0 12.0 12.0 11.0 11.0 12.0 13.0 12.0 Turn Bay Length, ft 140 0 100 150 0 50 0 0 Grade (Pg), %0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 25 25 25 25 25 25 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 14.0 91.0 14.0 91.0 35.0 35.0 Yellow Change Interval (Y), s 3.5 4.5 3.5 4.5 4.5 4.5 Red Clearance Interval ( Rc), s 1.0 1.5 1.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 6 8 6 8 Start-Up Lost Time ( lt), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 3.0 7.0 3.0 7.0 2.0 4.0 2.0 4.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Multimodal Information EB WB NB SB 85th % Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curb 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder, ft 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 12 5.0 2.0 Pedestrian Signal / Occupied Parking No 0.50 No 0.50 No 0.50 No 0.50 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:38:21 AM Appendix B - HCS Worksheets 29 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1440 51 45 1648 30 343 19 55 27 4 16 Signal Information Green Yellow Red 2.7 1.9 89.9 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 2.0 3.0 2.0 4.0 6.0 8.0 Phase Duration, s 7.2 95.9 9.1 97.8 35.0 35.0 Change Period, ( Y+R c ), s 4.5 6.0 4.5 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.0 0.0 4.0 0.0 5.2 5.2 Queue Clearance Time ( g s ), s 4.1 5.6 31.0 9.2 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 2.7 Phase Call Probability 0.65 0.83 1.00 1.00 Max Out Probability 0.12 1.00 1.00 0.02 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 27 1455 52 45 849 846 346 75 47 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1774 1773 1579 1774 1863 1851 1386 1709 1274 Queue Service Time ( g s ), s 2.1 18.3 1.7 3.6 20.5 21.6 21.8 5.1 2.1 Cycle Queue Clearance Time ( g c ), s 2.1 18.3 1.7 3.6 20.5 21.6 29.0 5.1 7.2 Green Ratio ( g/C )0.02 0.64 0.64 0.03 0.66 0.66 0.21 0.21 0.21 Capacity ( c ), veh/h 34 2277 1013 59 1221 1213 268 354 304 Volume-to-Capacity Ratio ( X )0.792 0.639 0.051 0.775 0.695 0.697 1.295 0.211 0.156 Back of Queue ( Q ), ft/ln ( 95 th percentile)57.8 185.8 26.4 86.9 212 218.3 833.8 102.5 66.6 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.3 7.3 1.0 3.4 8.3 8.7 32.8 4.0 2.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.41 0.00 0.26 0.58 0.00 0.00 16.68 0.00 0.00 Uniform Delay ( d 1 ), s/veh 68.4 4.9 9.3 67.2 4.3 4.7 61.2 46.0 46.9 Incremental Delay ( d 2 ), s/veh 32.1 1.4 0.1 19.2 3.3 3.3 157.6 0.4 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 100.4 6.3 9.4 86.4 7.6 8.0 218.8 46.4 47.2 Level of Service (LOS)F A A F A A F D D Approach Delay, s/veh / LOS 8.1 A 9.9 A 188.2 F 47.2 D Intersection Delay, s/veh / LOS 29.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.2 B 2.1 B 2.9 C 3.0 C Bicycle LOS Score / LOS 1.8 A 1.9 A 1.2 A 0.6 A Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:38:21 AM Appendix B - HCS Worksheets 30 HCS 2010 Signalized Intersection Intermediate Values General Information Intersection Information Agency GHA Duration, h 0.25 Analyst GHA Analysis Date Apr 13, 2017 Area Type Other Jurisdiction CCDOTH Time Period TOTAL PM PHF 0.99 Urban Street Lake Cook Rd Analysis Year 2017 Analysis Period 1> 7:00 Intersection Lake Cook Rd & Birchw…File Name Lake Cook & Birchwood PMT.xus Project Description 4801.900 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 27 1440 51 45 1648 30 343 19 55 27 4 16 Signal Information Green Yellow Red 2.7 1.9 89.9 29.0 0.0 0.0 3.5 0.0 4.5 4.5 0.0 0.0 1.0 0.0 1.5 1.5 0.0 0.0 Cycle, s 140.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On EB WB NB SB Saturation Flow / Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fw)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.040 1.000 1.000 1.000 1.000 Heavy Vehicle Adjustment Factor (fHV)0.980 0.980 0.980 0.980 0.980 1.000 0.980 0.980 1.000 1.000 0.980 1.000 Approach Grade Adjustment Factor (fg)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Parking Activity Adjustment Factor (fp)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa)1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fLU)1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Left-Turn Adjustment Factor (fLT )0.952 0.000 0.952 0.000 0.730 0.000 0.718 0.684 Right-Turn Adjustment Factor (fRT)0.000 0.847 0.994 0.994 0.882 0.882 0.000 0.684 Left-Turn Pedestrian Adjustment Factor (fLpb)1.000 1.000 1.000 1.000 Right-Turn Ped-Bike Adjustment Factor (fRpb)1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1774 3547 1579 1774 3647 66 1386 439 1270 732 108 434 Proportion of Vehicles Arriving on Green (P)0.02 0.86 0.64 0.03 0.87 0.66 0.21 0.21 0.21 0.21 0.21 0.21 Incremental Delay Factor (k)0.11 0.50 0.50 0.11 0.50 0.50 0.50 0.15 0.15 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL)4.5 6.0 4.5 6.0 6.0 6.0 Green Ratio (g/C)0.02 0.64 0.03 0.66 0.21 0.21 Permitted Saturation Flow Rate (sp), veh/h/ln 0 0 0 0 1386 1346 Shared Saturation Flow Rate (ssh), veh/h/ln 0 Permitted Effective Green Time (gp), s 0.0 0.0 0.0 0.0 29.0 29.0 Permitted Service Time (gu), s 0.0 0.0 0.0 0.0 21.8 23.9 Permitted Queue Service Time (gps), s 21.8 2.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 1.5 Queue Service Time Before Blockage (gfs), s 1.5 Protected Right Saturation Flow (sR), veh/h/ln 0 Protected Right Effective Green Time (gR), s 0.0 Multimodal EB WB NB SB Pedestrian Fw / Fv 1.557 0.00 1.389 0.00 2.107 0.00 2.224 0.00 Pedestrian Fs / Fdelay 0.000 0.088 0.000 0.085 0.000 0.152 0.000 0.152 Pedestrian Mcorner / Mcw Bicycle cb / db 1283.89 8.97 1311.19 8.30 414.29 44.00 414.29 44.00 Bicycle Fw / Fv -3.64 1.27 -3.64 1.44 -3.64 0.70 -3.64 0.08 Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:38:21 AM Appendix B - HCS Worksheets 31 --- Messages --- WARNING: If demand exceeds capacity, a multiple-period analysis should be conducted. WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.0. --- Comments --- Copyright © 2017 University of Florida, All Rights Reserved. HCS 2010™ Streets Version 6.90 Generated: 4/13/2017 11:38:21 AM Appendix B - HCS Worksheets 32 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 1 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 1 Time Analyzed EXISTING AM Peak Hour Factor 0.79 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 0 Configuration T T LR Volume, V (veh/h)30 55 0 32 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)41 Capacity, c (veh/h)1061 v/c Ratio 0.04 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)8.5 Level of Service, LOS A Approach Delay (s/veh)8.5 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/13/2017 11:13:21 AM W Frontage 1 EX AM.xtw Appendix B - HCS Worksheets 33 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 1 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 1 Time Analyzed TOTAL AM Peak Hour Factor 0.79 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 0 Configuration T T LR Volume, V (veh/h)53 68 0 38 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)48 Capacity, c (veh/h)1038 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)8.6 Level of Service, LOS A Approach Delay (s/veh)8.6 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/13/2017 11:21:32 AM W Frontage 1 TOTAL AM.xtw Appendix B - HCS Worksheets 34 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 1 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 1 Time Analyzed EXISTING PM Peak Hour Factor 0.79 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 0 Configuration T T LR Volume, V (veh/h)263 28 0 111 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)141 Capacity, c (veh/h)856 v/c Ratio 0.16 95% Queue Length, Q₉₅ (veh)0.6 Control Delay (s/veh)10.0 Level of Service, LOS B Approach Delay (s/veh)10.0 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/13/2017 11:20:52 AM W Frontage 1 EX PM .xtw Appendix B - HCS Worksheets 35 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 1 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 1 Time Analyzed TOTAL PM Peak Hour Factor 0.79 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 0 Configuration T T LR Volume, V (veh/h)282 57 0 116 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)147 Capacity, c (veh/h)841 v/c Ratio 0.17 95% Queue Length, Q₉₅ (veh)0.6 Control Delay (s/veh)10.2 Level of Service, LOS B Approach Delay (s/veh)10.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/13/2017 11:22:09 AM W Frontage 1 TOTAL PM.xtw Appendix B - HCS Worksheets 36 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 2 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 2 Time Analyzed EXISTING AM Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)30 0 5 50 0 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 0 Capacity, c (veh/h)1585 0 v/c Ratio 0.00 95% Queue Length, Q (veh)0.0 Control Delay (s/veh)7.3 5.0 Level of Service, LOS A A Approach Delay (s/veh)0.6 5.0 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 12:26:43 PM W Frontage 2 EX AM.xtw Appendix B - HCS Worksheets 37 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 2 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 2 Time Analyzed EXISTING TOTAL Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)45 0 8 60 0 8 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 10 Capacity, c (veh/h)1562 1016 v/c Ratio 0.01 0.01 95% Queue Length, Q (veh)0.0 0.0 Control Delay (s/veh)7.3 8.6 Level of Service, LOS A A Approach Delay (s/veh)0.9 8.6 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 12:27:17 PM W Frontage 2 TOTAL AM.xtw Appendix B - HCS Worksheets 38 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 2 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 2 Time Analyzed EXISTING PM Peak Hour Factor 0.76 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)256 1 12 16 0 7 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)16 9 Capacity, c (veh/h)1233 709 v/c Ratio 0.01 0.01 95% Queue Length, Q (veh)0.0 0.0 Control Delay (s/veh)8.0 10.1 Level of Service, LOS A B Approach Delay (s/veh)3.4 10.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 12:27:00 PM W Frontage 2 EX PM.xtw Appendix B - HCS Worksheets 39 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection W Frontage Rd 2 & Wilmont Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street Wilmont Rd Analysis Year 2017 North/South Street W Frontage Rd 2 Time Analyzed TOTAL PM Peak Hour Factor 0.76 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)268 1 18 39 0 15 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 20 Capacity, c (veh/h)1216 694 v/c Ratio 0.02 0.03 95% Queue Length, Q (veh)0.1 0.1 Control Delay (s/veh)8.0 10.3 Level of Service, LOS A B Approach Delay (s/veh)2.6 10.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 12:27:30 PM W Frontage 2 TOTAL PM.xtw Appendix B - HCS Worksheets 40 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection Wilmot @ Ring Rd Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street Wilmot Analysis Year 2017 North/South Street Ring Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)AM EXIST Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 31 19 1 18 12 48 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LR TR LT Flow Rate, v (veh/h)53 20 63 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.047 0.018 0.056 Final Departure Headway, hd (s)4.00 3.54 4.10 Final Degree of Utilization, x 0.059 0.020 0.072 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.00 1.54 2.10 Capacity, Delay and Level of Service Flow Rate, v (veh/h)53 20 63 Capacity 899 1017 877 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.2 Control Delay (s/veh)7.3 6.6 7.4 Level of Service, LOS A A A Approach Delay (s/veh)7.3 6.6 7.4 Approach LOS A A A Intersection Delay, s/veh | LOS 7.2 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:22:32 PMwilmot @ Ring ame.xaw Appendix B - HCS Worksheets 41 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection Wilmot @ Ring Rd Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street Wilmot Analysis Year 2017 North/South Street Ring Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)AM TOTAL Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 41 19 1 33 12 48 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LR TR LT Flow Rate, v (veh/h)63 36 63 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.056 0.032 0.056 Final Departure Headway, hd (s)4.08 3.55 4.14 Final Degree of Utilization, x 0.072 0.035 0.073 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.08 1.55 2.14 Capacity, Delay and Level of Service Flow Rate, v (veh/h)63 36 63 Capacity 881 1014 869 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.2 Control Delay (s/veh)7.4 6.7 7.5 Level of Service, LOS A A A Approach Delay (s/veh)7.4 6.7 7.5 Approach LOS A A A Intersection Delay, s/veh | LOS 7.3 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:23:27 PMwilmot @ Ring amt.xaw Appendix B - HCS Worksheets 42 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection Wilmot @ Ring Rd Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street Wilmot Analysis Year 2017 North/South Street Ring Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)PM EXIST Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 6 10 0 146 111 4 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LR TR LT Flow Rate, v (veh/h)17 154 121 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.015 0.137 0.108 Final Departure Headway, hd (s)4.18 3.49 4.29 Final Degree of Utilization, x 0.020 0.149 0.144 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.18 1.49 2.29 Capacity, Delay and Level of Service Flow Rate, v (veh/h)17 154 121 Capacity 862 1031 840 95% Queue Length, Q₉₅ (veh)0.1 0.5 0.5 Control Delay (s/veh)7.3 7.1 8.0 Level of Service, LOS A A A Approach Delay (s/veh)7.3 7.1 8.0 Approach LOS A A A Intersection Delay, s/veh | LOS 7.5 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:23:55 PMwilmot @ Ring pme.xaw Appendix B - HCS Worksheets 43 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection Wilmot @ Ring Rd Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street Wilmot Analysis Year 2017 North/South Street Ring Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)PM TOTAL Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 29 10 0 158 111 4 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LR TR LT Flow Rate, v (veh/h)41 166 121 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.036 0.148 0.108 Final Departure Headway, hd (s)4.50 3.55 4.36 Final Degree of Utilization, x 0.051 0.164 0.147 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.50 1.55 2.36 Capacity, Delay and Level of Service Flow Rate, v (veh/h)41 166 121 Capacity 799 1013 825 95% Queue Length, Q₉₅ (veh)0.2 0.6 0.5 Control Delay (s/veh)7.7 7.3 8.1 Level of Service, LOS A A A Approach Delay (s/veh)7.7 7.3 8.1 Approach LOS A A A Intersection Delay, s/veh | LOS 7.6 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:24:37 PMwilmot @ Ring pmt.xaw Appendix B - HCS Worksheets 44 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection Ring Rd & West Site Acces Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street West Site Access Analysis Year 2017 North/South Street Ring Rd Time Analyzed TOTAL AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume, V (veh/h)0 5 29 89 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 Capacity, c (veh/h)1049 v/c Ratio 0.00 95% Queue Length, Q (veh)0.0 Control Delay (s/veh)8.4 Level of Service, LOS A Approach Delay (s/veh)8.4 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 3:49:12 PM Ring Rd & West Site Access TOTAL AM.xtw Appendix B - HCS Worksheets 45 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection Ring Rd & West Site Acces Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street West Site Access Analysis Year 2017 North/South Street Ring Rd Time Analyzed TOTAL PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR T T Volume, V (veh/h)0 4 154 33 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 Capacity, c (veh/h)888 v/c Ratio 0.00 95% Queue Length, Q (veh)0.0 Control Delay (s/veh)9.1 Level of Service, LOS A Approach Delay (s/veh)9.1 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 3:50:23 PM Ring Rd & West Site Access TOTAL PM.xtw Appendix B - HCS Worksheets 46 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection Ring Rd & SW Site Acces Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street SW Site Access Analysis Year 2017 North/South Street Ring Rd Time Analyzed TOTAL AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)0 5 24 0 8 81 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 8 Capacity, c (veh/h)1057 1603 v/c Ratio 0.00 0.00 95% Queue Length, Q (veh)0.0 0.0 Control Delay (s/veh)8.4 7.3 Level of Service, LOS A A Approach Delay (s/veh)8.4 0.7 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 3:55:22 PM Ring Rd & SW Site Access TOTAL AM.xtw Appendix B - HCS Worksheets 47 HCS 2010 Two-Way Stop-Control Report General Information Site Information Analyst GHA Intersection Ring Rd & SW Site Acces Agency/Co.GHA Jurisdiction Local Date Performed 3/21/2017 East/West Street SW Site Access Analysis Year 2017 North/South Street Ring Rd Time Analyzed TOTAL PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 4801.900 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)0 4 150 0 18 15 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 19 Capacity, c (veh/h)893 1434 v/c Ratio 0.00 0.01 95% Queue Length, Q (veh)0.0 0.0 Control Delay (s/veh)9.1 7.5 Level of Service, LOS A A Approach Delay (s/veh)9.1 4.1 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™TWSC Version 6.90 Generated: 4/12/2017 3:56:58 PM Ring Rd & SW Site Access TOTAL PM.xtw Appendix B - HCS Worksheets 48 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection RING @ EW Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street EW ROAD Analysis Year 2017 North/South Street RING Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)AM EXIST Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 4 1 18 15 32 47 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT TR LR Flow Rate, v (veh/h)5 35 83 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.005 0.031 0.074 Final Departure Headway, hd (s)4.30 3.84 3.74 Final Degree of Utilization, x 0.006 0.037 0.086 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.30 1.84 1.74 Capacity, Delay and Level of Service Flow Rate, v (veh/h)5 35 83 Capacity 838 939 962 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.3 Control Delay (s/veh)7.3 7.0 7.1 Level of Service, LOS A A A Approach Delay (s/veh)7.3 7.0 7.1 Approach LOS A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:25:40 PMRING @ EW AME.xaw Appendix B - HCS Worksheets 49 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection RING @ EW Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street EW ROAD Analysis Year 2017 North/South Street RING Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)AM TOTAL Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 4 1 18 20 34 47 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT TR LR Flow Rate, v (veh/h)5 40 85 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.005 0.036 0.076 Final Departure Headway, hd (s)4.30 3.80 3.76 Final Degree of Utilization, x 0.006 0.042 0.089 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.30 1.80 1.76 Capacity, Delay and Level of Service Flow Rate, v (veh/h)5 40 85 Capacity 836 948 957 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.3 Control Delay (s/veh)7.3 7.0 7.1 Level of Service, LOS A A A Approach Delay (s/veh)7.3 7.0 7.1 Approach LOS A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:26:36 PMRING @ EW AMT.xaw Appendix B - HCS Worksheets 50 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection RING @ EW Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street EW ROAD Analysis Year 2017 North/South Street RING Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)PM EXIST Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 45 8 5 101 9 1 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT TR LR Flow Rate, v (veh/h)56 112 11 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.050 0.099 0.009 Final Departure Headway, hd (s)4.22 3.44 4.38 Final Degree of Utilization, x 0.065 0.107 0.013 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.22 1.44 2.38 Capacity, Delay and Level of Service Flow Rate, v (veh/h)56 112 11 Capacity 854 1046 822 95% Queue Length, Q₉₅ (veh)0.2 0.4 0.0 Control Delay (s/veh)7.5 6.9 7.4 Level of Service, LOS A A A Approach Delay (s/veh)7.5 6.9 7.4 Approach LOS A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:27:28 PMRING @ EW PME.xaw Appendix B - HCS Worksheets 51 HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst GHA Intersection RING @ EW Agency/Co.GHA Jurisdiction LOCAL Date Performed 4/13/2017 East/West Street EW ROAD Analysis Year 2017 North/South Street RING Time Analyzed 0.25 Peak Hour Factor 0.95 Anaylysis Time Period (hrs)PM TOTAL Project Description 4801.900 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 45 8 5 105 14 1 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT TR LR Flow Rate, v (veh/h)56 116 16 Percent Heavy Vehicles 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 Initial Degree of Utilization, x 0.050 0.103 0.014 Final Departure Headway, hd (s)4.23 3.45 4.41 Final Degree of Utilization, x 0.066 0.111 0.019 Move-Up Time, m (s)2.0 2.0 2.0 Service Time, ts (s)2.23 1.45 2.41 Capacity, Delay and Level of Service Flow Rate, v (veh/h)56 116 16 Capacity 850 1043 816 95% Queue Length, Q₉₅ (veh)0.2 0.4 0.1 Control Delay (s/veh)7.5 6.9 7.5 Level of Service, LOS A A A Approach Delay (s/veh)7.5 6.9 7.5 Approach LOS A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™AWSC Version 6.90 Generated: 4/13/2017 1:28:07 PMRING @ EW PMT.xaw Appendix B - HCS Worksheets 52 APPENDIX C Excerpts from AMLI Approval from 19 feet to 18 feet, (v) a modification to reduce the required width of the garage parking stalls from 9 feet to 8.5 feet, (vi) a modification to allow a second building identification sign; vii) a modification to allow ground signage within the north perimeter setback of the planned unit development as shown on the Final Development Plan documents listed on Exhibit B; (ix) a modification to waive the requirement of wheel stops for parking spaces; and (x) a modification to allow users of 1627 Lake Cook Road to use up to 35 parking spaces on the west row of parking during daytime working hours; and WHEREAS, the Plan Commission of the Village of Deerfield held a public hearing on March 14, 2013 to consider said Zoning Ordinance text amendment, Comprehensive Plan amendments and Preliminary Development Plan for the AMLI Deerfield multi - family apartment planned unit development, said hearing being held pursuant to public notice and conforming in all respects, in both manner and form, with the requirements of the statutes of the State of Illinois and the Zoning Ordinance of the Village of Deerfield, and submitted its written report to the Board of Trustees of the Village of Deerfield recommending approval of: (1) a text amendment to allow a multi - family apartment development as part of an industrial planned unit development in the I -1 Office, Research and Restricted Industrial District; (2) amendments to Sections 4.3 and 4.8 of the Comprehensive Plan of the Village of Deerfield to allow for multi - family rental apartments south of Lake Cook Road; and, (3) approval of a Special Use authorizing the AMLI Deerfield multi - family apartment planned unit development on the Subject Property as an amendment to the Weinberg Community Planned Unit Development comprising the Subject Property and other property described on Exhibit C, all in the 1 - 1 Office, Research and Restricted Industrial District, including modifications to the requirements of the Zoning Ordinance to allow: i) a building height of 48 feet, (ii) reduction of the front yard parking lot setback from 100 feet 2- Appendix C - Excerpt from AMLI Approval 1 EXHIBIT C SITE DEVELOPMENT SCHEDULE Plan Commission and City Approval Process: The final approval (public hearing) at Village Board is Tuesday, September 5, 2017. Two readings are expected after this date, to conclude on or around December 4, 2017 Final Plans and Specs, Building Permits and Bidding Process: Demolition permit submittal — March 1, 2018 Sitework permit plus Foundation & Podium (1' flr) Structure Only submittal — April 1, 2018 General Bldg permit submittal (excludes site, foundation and podium structure phase) — July 1, 2018 Bidding will occur simultaneously with permit period. The permit review period is assumed to be one month per phase (excluding demolition). Construction Start: Demolition start — April 1, 2018, complete June 1, 2018 Sitework, Foundation and Podium Structure Only, start construction — June 15, 2018 Balance of construction, start construction — Aug. 1, 2018 First Certificate of Occupancy: First stage of occupancy- certificate of Occupancy is expected on Nov. 1, 2019 Final Certificate of Occupancy: Final Certificate of Occupancy is expected on April 1, 2020 IMPACT FEE AGREEMENT THIS AGREEMENT is entered into this day of , 2017, between the VILLAGE OF DEERFIELD, an Illinois municipal corporation (the "Village") and DEERFIELD SENIOR RESIDENCES, LLC, a Delaware limited liability company (referred to as the "Developer"). RECITALS WHEREAS, Developer intends to purchase a certain parcel of unimproved property with an area of approximately 5.2 acres at 1627 Lake Cook Road, Deerfield, Illinois, which is legally described on Exhibit A attached hereto and made a part hereof (the "Subject Property"); and WHEREAS, Developer has submitted various plans, elevations, schedules, specifications and other documents comprising its Final Development Plan, as that term is defined in the Village Zoning Ordinance, to the Village Plan Commission, which has issued its recommendation for approval; and WHEREAS, the Village's corporate authorities have received and approved the favorable recommendation of the Village Plan Commission relating to the petition for the Final Development Plan, and have determined that the Village's best interests will be served by approving the Final Development Plan to authorize and permit the development and use of the Subject Property as a 240 unit independent senior living facility, subject to the provisions of Village Ordinance No. 0- 17-_ (the "Ordinance"); and WHEREAS, the Village's corporate authorities have adopted or, contemporaneously with the adoption of this Agreement will adopt, all necessary ordinances, passed all necessary motions, and otherwise granted all necessary approvals for Developer's Final Development Plan; and WHEREAS, Developer represents that, upon its acquisition of the Subject Property, the Subject Property will be developed in accordance with the Ordinance as a 240 unit independent senior living facility and a key component of a continuing care retirement community with substantial residential support programming, recreation and services; and WHEREAS, the parties acknowledge that the 1996 Impact Fee Agreement and the 2009 Impact Fee Agreement pertaining to the Weinberg Planned Unit Development do not apply to the Subject Property and Developer's Final Development Plan; and WHEREAS, the Village's corporate authorities have previously adopted Ordinance No. 93-48, which recognizes the burden placed on various governmental units resulting from additional residential development within the Village, establishes certain standards for dedication of land or payment of fees in lieu thereof in recognition of the increased burdens upon the various governmental units in the Village resulting from additional residential development, provides a standard of value of property allocated for residential use within the Village as a basis for calculating impact fees in the manner required by Ordinance No. 93-48, and grants authority to the Village's corporate authorities to determine whether or not a particular residential development -1- will have an impact or create an impact upon other governmental units within the Village or whether said development will have a lesser or different impact than provided for in Ordinance No. 93-48; and WHEREAS, the Village's corporate authorities have determined that, pursuant to Section 18 of Ordinance No. 93-48, Developer's Final Development Plan will create an impact upon the Deerfield Park District, Deerfield Library, Village of Deerfield, and Northbrook Fire Protection District, and will have no impact upon any school district within the Village than provided for in Ordinance No. 93-48. NOW, THEREFORE, in consideration of the mutual promises, terms, conditions and covenants herein contained, and other good and valuable considerations, it is hereby agreed by and between the Village and Developer as follows: 1. The recitals to this Agreement are a material part hereof, and are incorporated herein as part of this Agreement. 2. The Village has conducted a review of the specific residential development proposal presented by Developer and as described in the Ordinance, the evidence adduced by Developer as to the fair market value of the Subject Property, and the evidence adduced by Developer as to its efforts to satisfy ordinance requirements for the provision of open space or other recreational areas or facilities by providing such areas or facilities within the development. In accordance with criteria and formula in the ordinance requirements, the corporate authorities of Deerfield have determined that the impact fees charged to Developer will be paid in cash to Deerfield for distribution as follows: Deerfield Park District: One Hundred Twenty Thousand Dollars ($120,000.00); Deerfield Library: Fifteen Thousand Dollars ($15,000.00); Village of Deerfield: Two Hundred Eighty -Seven Thousand, One Hundred Sixty -Two Dollars and Forty -Five Cents ($287,162.45); and Northbrook Fire District: Two Thousand Two Hundred Sixteen Dollars and Thirty - Five Cents ($2,216.35). 3. As a result of the foregoing, Developer agrees to pay an impact fee of Four Hundred Twenty -Four Thousand, Three Hundred Seventy -Eight Dollars and Eighty Cents ($424,378.80) to the Village, in cash, upon the issuance of an occupancy permit for the 240 unit independent senior living facility approved by and developed pursuant to the Ordinance. 4. Developer agrees that all payments hereunder shall be payable to the Village, and shall be deposited with the Village Finance Director, who shall be solely responsible for disbursement of the funds to the governmental units benefitted by the Ordinance. -2- 5. The Village acknowledges and agrees that compliance by Developer with the terms of this Agreement constitutes full compliance with the Ordinance, and the Village agrees that Developer shall not be required to make any further or other payments of cash which are not set forth in this Agreement or the Construction Permit Fee Agreement to satisfy the Ordinance. 6. Developer waives and releases any and all claims to contest the provisions of the Ordinance or the payments set forth herein. Further, Developer waives and releases any and all rights to contest the time, manner and purpose of the expenditure of any fees paid hereunder, and specifically waives any right for any refund of fees not expended within 10 years. 7. The parties agree that the execution and delivery of this Agreement shall be an express condition included in the Ordinance to be adopted by the Village approving a Final Development Plan for the proposed Final Development Plan of the Subject Property as a Special Use to the Weinberg Planned Unit Development. It is acknowledged by Developer that any failure on its part to fully perform all aspects of this Agreement as and when required shall entitle the Village to cease to issue building permits for further construction and to cease to issue certificates of occupancy for completed residential units. 8. This Agreement shall be binding upon and shall benefit the successors, transferees, legal representatives, grantees and assigns of the parties hereto. 9. This Agreement may only be modified by an instrument in writing executed by all parties hereto. Execution of this Agreement by Deerfield has been duly authorized and the appropriate action has been taken by the Village's corporate authorities to direct its execution on behalf of the Village. IN WITNESS WHEREOF, the parties have set their hands and seals on the day and year first above written. VILLAGE OF DEERFIELD DEERFIELD SENIOR RESIDENCES, LLC Bye - Village Pre `dent ATTES . V2:�7, Village berk By: Its: ATTEST: Its: -3- CONSTRUCTION PERMIT FEE AGREEMENT THIS AGREEMENT ("Agreement") is entered into this _ day of , 2017, by and between DEERFIELD SENIOR RESIDENCES, LLC, a Delaware limited liability company (referred to as the "Applicant"), and the VILLAGE OF DEERFIELD, an Illinois municipal corporation (the "Village"). RECITALS WHEREAS, Applicant intends to purchase a certain parcel of unimproved property with an area of approximately 5.2 acres at 1627 Lake Cook Road, Deerfield, Illinois, which is legally described on Exhibit A attached hereto and made a part hereof (the "Subject Property"); and WHEREAS, Applicant has submitted various plans, elevations, schedules, specifications and other documents comprising its Final Development Plan, as that term is defined in the Village Zoning Ordinance, to the Village Plan Commission, which has issued its recommendation for approval; and WHEREAS, the Village's corporate authorities have received and approved the favorable recommendation of the Village Plan Commission relating to the petition for the Final Development Plan, and have determined that the best interests of the Village will be served by approving the Final Development Plan to authorize and permit the construction, development and use of the Subject Property as a 240 unit independent senior living facility, subject to the provisions of Village Ordinance No. 0-17-_; and WHEREAS, the Village's corporate authorities have adopted or, contemporaneously with the adoption of this Agreement will adopt, all necessary ordinances, passed all necessary motions, and otherwise granted, all necessary approvals approving the Final Development Plan; and WHEREAS, Applicant intends to construct and develop the Subject Property in accordance with the Final Development Plan as a 240 unit independent senior living facility and a key component of a continuing care retirement community, as approved by the Village's corporate authorities pursuant to Village Ordinance No. 0-17-_; and WHEREAS, Section 6-7 of the Village Municipal Code, as amended by Ordinance No. 0- 17-_, provides for the reduction by twenty-five percent (25%) of certain permit fees that would otherwise be charged for the issuance of permits for the construction of any building that is to be operated by a non-profit corporation for a minimum of ten (10) years from the permit issuance date and used as a key component for a continuing care retirement community as that term is defined in the Village Zoning Ordinance; and WHEREAS, Applicant acknowledges, stipulates and represents that, but for the Village's adoption and approval of Ordinance No. 0-17-_, Applicant would not be entitled to any reduction of permit fees under Section 6-7 of the Village Municipal Code; and WHEREAS, Applicant acknowledges, stipulates and represents that, at the time of its application for the issuance of permits for the construction of any building for the subject independent living facility and key component of a continuing care retirement community, said building(s) is to be operated by a non-profit corporation, Council for Jewish Elderly, an Illinois non-profit corporation, pursuant to a management agreement with the property owner, DEERFIELD SENIOR RESIDENCES, LLC, a for -profit Delaware limited liability company, for a minimum of ten (10) years, to be used for an independent living facility and a key component of a continuing care retirement community, except that Applicant has also entered into contract(s) which contain certain contingencies providing that the building may not be operated by a non- profit corporation for a minimum of ten (10) years; and WHEREAS, the parties acknowledge that, based on Applicant's acknowledgements, stipulations and representations, and pursuant to Section 6-7 of the Village Municipal Code, as amended by Ordinance No. 0-17-_, the permit fee schedule for the issuance of permits for the construction of the independent living facility and key component of a continuing care retirement community shall be reduced by twenty-five percent (25%), except that no reduction shall be made to the amount of the infrastructure repair and replacement fee required to be paid pursuant to Section 6-6 of the Village Municipal Code; and WHEREAS, Applicant acknowledges, stipulates, and represents that, if the subject building is not operated by a non-profit corporation for a minimum of ten (10) years and used for an independent living facility and key component of a continuing care retirement community as that term is defined in the Village Zoning Ordinance, Applicant shall reimburse the Village the amount of the twenty-five percent (25%) reduction of the construction permit fees that is proportionate, pro rata, to Applicant's outstanding compliance for the minimum ten (10) year commitment required by Section 6-7 of the Village Municipal Code, as amended by Ordinance No. 0-17- NOW, THEREFORE, in consideration of the mutual promises, terms, conditions and covenants herein contained, and other good and valuable considerations, it is hereby agreed by and between the Village and Developer as follows: 1. The recitals to this Agreement are a material part hereof, and are incorporated herein as part of this Agreement. 2. Applicant shall make available for inspection, upon request by the Village, all records demonstrating Applicant's entitlement to the 25% fee reduction under Section 6-7 of the Village Municipal Code. Said inspection shall be performed by the Village Manager or Village Attorney within five (5) days of said request or at a mutually agreeable date. The Village shall have the right to request said inspection at any time prior to the permit issuance and during the ten (10) years from the permit issuance date. Applicant's failure to comply with the provisions of this paragraph shall be deemed a material breach of this Agreement. 3. Applicant shall provide notice of any changes regarding the not -for -profit status of the operator for the subject property to the Village within thirty (30) days of any such change, except that Applicant need not provide notice of any such change which occurs more than ten (10) years from the permit issuance date. Applicant's failure to comply with the provisions of this 2 paragraph shall be deemed a material breach of this Agreement. 4. If the subject independent living facility is not operated by a non-profit corporation for a minimum of ten (10) years from the permit issuance date, Applicant shall reimburse the Village the amount of 25% reduction of the construction permit fees that is proportionate, pro rata, to Applicant's outstanding compliance for the minimum ten (10) year commitment required by Section 6-7 of the Village Municipal Code, as amended by Ordinance No. 0-17-_.1 Applicant's failure to comply with the provisions of this paragraph shall be deemed a material breach of this Agreement. 5. Upon the occurrence of a breach of this Agreement, any party in a court of competent jurisdiction may obtain all appropriate relief, including but not limited to specific performance, injunction or damages, and the Village shall be entitled to payment of costs and reasonable attorney's fees if it is the prevailing party in any action under this Agreement. Notwithstanding the foregoing, before the failure of any party to perform its obligation under this Agreement may be considered a breach, the party claiming such failure shall notify, in writing, the party alleged to have failed to perform, and shall demand performance. No breach may be found to have occurred if performance has commenced to the reasonable satisfaction of the complaining party within thirty (30) days of receipt of such notice and if the failing party proceeds diligently and expeditiously to cure such failure. 6. Applicant waives and releases all claims to contest the provisions of the Ordinance, the Village Municipal Code, the Village Development Code, the Village Zoning Ordinance, or the payments set forth herein. Further, Applicant waives and releases all rights to contest the time, manner and purpose of the expenditure of any fees paid hereunder, and specifically waives all rights for any refund of fees not expended within 10 years. 7. The parties agree that the execution and delivery of this Agreement shall be an express condition included in the ordinance to be adopted by the Village approving the Final Development Plan for the Subject Property as a Special Use to the Weinberg Planned Unit Development. It is acknowledged by Applicant that any failure on its part to fully perform all aspects of this Agreement as and when required shall entitle the Village to cease to issue building permits for further construction and to cease to issue certificates of occupancy for completed residential units. 8. This Agreement shall be binding upon and shall benefit the successors, transferees, legal representatives, grantees and assigns of the parties hereto. Applicant's dissolution, bankruptcy, or insolvency shall not discharge its obligations herein. 9. Except as specifically provided herein, the development of the Subject Property shall proceed in accordance with the ordinances described herein above and with applicable provisions of the Municipal Code of the Village of Deerfield of 1975, as amended. ' E.g., if the construction permit fees were reduced by 25% from $100,000 to $75,000 for a $25,000 reduction, and the non -for -profit operator became a for -profit operator after 5 years from the permit issuance date, Applicant would have to reimburse the Village $12,500. 3 10. This Agreement shall be governed by and construed in accordance with Illinois law. 11. The parties warrant and represent that they have the power and authority to enter into this Agreement in the names, titles and capacities herein stated. 12. All notices, elections and other communications between the parties hereto shall be in writing and shall be mailed by certified mail, return receipt requested, postage prepaid or delivered personally to the parties at the following addresses, or to such other addresses as the parties by "notice" shall designate: If to the Village: Attn: Village Manager Village of Deerfield 850 Waukegan Road Deerfield, Illinois 60015 with a copy to: Peter Coblentz Rosenthal, Murphey & Coblentz 30 North LaSalle Street, Suite 1624 Chicago, Illinois 60602 To the Developer: Deerfield Senior Residences, LLC, c/o Banner Development, LLC Attn: William T. Henry and John Burke c/o Banner Development, LLC 500 Skokie Blvd., Suite 600 Northbrook, Illinois 60062 with a copy to: Barry B. Nekritz Faegre Baker Daniels, LLP 311 S. Wacker Drive, Suite 4300 Chicago, Illinois 60606 13. If any provision, covenant, agreement or portion of this Agreement is held invalid, such invalidity shall not affect the application or validity of such other provisions, covenants or portions of this Agreement. 14. This Agreement supersedes any prior agreements, negotiations and exhibits and is a full integration of the entire Agreement of the parties. The exhibits to this Agreement are expressly incorporated herein. 15. This Agreement may be executed in any number of counterparts and duplicate originals, each of which shall be deemed an original, but all of which shall constitute one and the same instrument. 4 IN WITNESS WHEREOF, the parties have set their hands and seals on the day and year first above written. VILLAGE OF DEERFIELD Village Pres dent ATTEST Village Clerk STATE OF ILLINOIS COUNTY OF DEERFIELD SENIOR RESIDENCES, LLC By: Its: ATTEST: Its: The foregoing instrument was acknowledged before me this day of 2017 by (name of officer or agent, title of officer or agent) of DEERFIELD SENIOR RESIDENCES, LLC, a for -profit Delaware limited liability company, on behalf of the company. Notary Public (SEAL) Printed Name: My Commission Expires: 5