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O-18-36
113SURFACEPARKING SPACESPONDLOADING TTGENERATOR Pool- I-94 113SURFACEPARKINGSPACES EXISTINGEASEMENTDRIVETOBERELOCATED EXIT ONLYENTER ONLYLOADINGTTGENERATORVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR4E30x48AREAOFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220 STAIR4EUPDN60" x60" T-SHAPEDTURNING SPACE5'-10"5'- 0"1'- 6"WC-WALL60"x66" WCCLEARSPACEW/LAVOVERLAP1'-6WC-L AVx" LAV2'-3REMOVABLE312"30"x60" TUBCLEARSPACE27" REMOVABLECABINET &COUNTERREMOVABLE BASECABINET10" TYPEAVITREOUSCHINALAVATORYVESSELSK-222030"x48" LAVCLEARSPACE10'-9"30"x48" CLEARFLOOR SPACEVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 STAIR4E30x48AREAOFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 STAIR 4EUPDN VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220 STORAGELOCKERS ( x6)VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK- 2220FREIGHTELEVATORCABLE ELECTRASHSTORAGELOCKERS ( x12)STORAGELOCKERS (x10)LOUNGE equip12'- 0" x30'- 3" GARDENBELOW 2NDFLOORLANDSCAPEDTERRACE TERRACEPOOLshwr VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-222090. 58°50'-0"SIDESETBACK273'-81116"50'-0"SIDESETBACK373'- 858"steam7x10sauna7x14.5steam7x10sauna7x14.560" x66" WCCLEARSPACEW/LAVOVERLAP VITREOUS CHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACElockersshwr60"x66"WCCLEAR SPACEW/LAV OVERLA PVITREOUSCHINALAVATORYVESSELSK-2220 30"x 48" LAVCLEAR SPACElockersWOMENSMENS VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK- 2220 PORTCOCHEREROOF 40'- 113SURFACEPARKINGSPACES EXISTINGEASEMENTDRIVETOBERELOCATED EXIT ONLYENTER ONLYLOADINGTTGENERATOR60"x 60T-SH APEDTURNI NGSPACE5'- 105'-0"1'- 6" WC-WALL60"x66WCCLEARSPACEW/ LAVOVER LAP 1'-6"WC- LAVx" LAV2'- 3"REMOVABLE312"30" x60"TUBCLEARSPACE27" REMOVABLECABINET &COUNTERREMOVABLEBASECABINET10"TYPEAVITREOUS CHINALAVATORYVESSELSK-222030"x48" LAVCLEARSPACE10'- 9"30"x48"CLEARFLOOR SPACEVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR 4E30x48AREAOFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 222060" x60"T-SHAPEDTURNINGSPACE5'- 10"5'-0"1'-6" WC-WALL60"x66" WCCLEARSPACEW/LAV OVERLAP 1'- 6"WC-LAVx" LAV2'-3"REMOVABLE312"30" x 60" TUBCLEARSPACE 27" REMOVA BLECABINET COUNTERREMOVABLEBASECAB INET10" TYPEAVITREOUSCHINALAVATORYVESSELSK-222030"x48" LAVCLEARSPACE10'-9"30"x48" CLEARFLOORSPACEVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220STAIR4EUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-222060"x60"T-SHAPEDTURNING SPACE5'-10"5'-0"1'-6"WC- WALL60"x66" WCCLEARSPACEW/ LAVOVERLAP1'-6WC-LAVx" LAV2'-3REMOVABLE312"30"x 60" TUBCLEARSPACE27" REMOVABLECABINET &COUNTERREMOVABLEBASECABINET10" TYPEAVITREOUSCHINALAVATORYVESSELSK-222030"x48" LAVCLEARSPACE10'- 9"30"x48" CLEARFLOORSPACEVITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR4E30x48AREA OFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR4EUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-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-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220 DENVITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220FREIGHTELEVATORCABLE ELEC STORAGELOCKERS (x12)STORAGELOCKERS (x10)2NDFLOORLANDSCAPEDTERRACEBELOWTERRACEBELOW89 5 490.58°90.47°602'-1158"50'-0" SIDE SETBACK 273'-81116" 113SURFACEPARKING SPACES EXISTINGEASEMENTDRIVETOBERELOCATED EXIT ONLYENTER ONLYLOADINGTTGENERATORVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 STAIR4E30x48AREAOFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-222060"x60" T-SHAPEDTURNING SPACE5'- 10"5'-0"1'-6"WC-WALL60" x66" WCCLEARSPACEW/LAV OVERLAP 1'-6"WC- LAVx" LAV2'- 3" REMOVABLE312"30" x60" TUBCLEARSPACE27" REMOVA BLECABINETCOUNTERREMOVABLEBASECAB INET10"TYPEAVITREOUSCHINALAVATORYVESSELSK-222030" x 48" LAVCLEARSPACE10'-9"30"x48" CLEARFLOOR SPACEVITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK- 2220STAIR4EUPDN VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-222060"x 60"T-SHAPEDTURNINGSPACE5'-10"5'-0" 1'-6"WC-WALL60"x 66" WCCLEARSPACEW/LAVOVERLAP1'-6WC- LAV x" LAV2'-3REMOVABLE312"30" x60" TUBCLEARSPACE27" REMOVABLECABINET &COUNTERREMOVABLEBASE CABINET10"TYPEAVITREOUSCHINALAVATORYVESSELSK-222030"x 48" LAVCLEARSPACE10'-9"30"x48" CLEARFLOORSPACEVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR 4E30x48AREAOFREFUGEUPDNVITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220STAIR4EUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220 STORAGELOCKERS (x6) VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK- 2220 DEN VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220 VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220 FREIGHTELEVATOR CABLEELECSTORAGELOCKERS (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-2220BALCONYBALCONY BALCONY BALCONYBALCONYBALCONYBALCONY BALCONY TERRACEON3RDFLOORONLYTERRACE ON 3RDFLOOR ONLY TERRACE ON 3RDFLOORONLYTRASHPORTCOCHEREROOF 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"REARSETBACK100'-0"FRONTSETBACKTERRACE ON4THFLOOR ONLYROOFOVERPOOL 113SURFACEPARKINGSPACESEXISTINGEASEMENTDRIVETOBERELOCATED EXITONLYENTERONLYLOADINGTTGENERATORVITREOUS CHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR4E30x48AREAOFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-222060"x60" T-SHAPEDTURNINGSPACE5'-10"5'-0" 1'-6"WC-WALL60"x66" WCCLEAR SPACEW/LAVOVERLAP1'-6"WC-LAVx" LAV2'-3"REMOVABLE312"30"x60" TUBCLEAR SPACE27" REMOVABLECABINETCOUNTERREMOVABLEBASECABINET 10" TYPEAVITREOUS CHINALAVATORYVESSELSK-222030"x48"LA VCLEARSPACE10'-9" 30"x48" CLEARFLOORSPACE VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220STAIR4EUPDN VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-222060"x60"T-SHAPEDTURNINGSPACE5'-10"5'- 0"1'-6"WC-WALL 60" x 66" WCCLEAR SPACEW/ LAV OVERLAP1'- 6WC- L AV x" LA V 2'-3 REMOVABLE312" 30"x 60" TUBCLEAR SPACE27" REMOVABLECABINET &COUNTERREMOVABLEBASECABINET10" TYPEAVITREOUSCHINALAVATORYVESSELSK- 2220 30"x 48" LAVCLEAR SPACE10'- 9" 30"x48" CLEARFLOOR SPACEVITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220 STAIR4E30x48AREAOFREFUGEUPDNVITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUSCHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220VITREOUS CHINALAVATORYVESSELSK-2220 VITREOUS CHINALAVATORYVESSELSK- 2220VITREOUS CHINALAVATORYVESSELSK-2220VITREOUSCHINALAVATORYVESSELSK-2220 113SURFACEPARKINGSPACES EXISTINGEASEMENTDRIVETOBERELOCATED EXIT ONLYENTER ONLYLOADINGTT 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 BALCONYBALCONYBALCONY BALCONY BALCONYBALCONYBALCONYTERRACE ON 3RDFLOORONLYTERRACE ON 3RDFLOOR ONLY TERRACE ON3RDFLOORONLY 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'- 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-SeriesSize0LEDAreaLuminaire 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 DTLDLLA+ 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’sD-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 32 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 adaptorspecify finish) 7 For more control options, visit DTL and ROAM online.26.06 5.96TYP. 7.30 18. 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 atwww.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 HANDHOLEDETAIL5 POLE BASE WIRINGDIAGRAM3TYPICALCONDUITINTRENCHDETAIL2LIGHTPOLEFOUNDATIONDETAIL 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: I-94 W I-94 E I-294 N Lake CookRdWilmotRdLakeCookRd 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: 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 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 AAF BCEEEEF<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 AAF 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)LOSNorthboundSouthbound 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 4801.900 Deefield ILW Frontage Rd 4801.900 Deefield ILW Frontage Rd 4801.900 Deefield ILWest Frontage Rd 4801.900 Deefield ILWest Frontage Rd Gewalt Hamilton Associates Inc.625 Forest 4801.900 Deefield ILCJE East at 4801.900 Deefield ILAMLI SW6- hrGHA 4801.900 Deefield ILAMLI SE6- hrGHA 4801.900 Deefield ILLake Cook at 4801.900 Deefield ILFrontage at Center6- 4801.900 Deefield ILLake Cook at 4801.900 Deefield ILAMLI NE6- hrGHA Gewalt Hamilton Associates Inc.625 Forest 4801.900 Deefield ILFrontage at Embassy6- 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, Q (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, Q (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, Q (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, Q (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, Q (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 1:22:32PMwilmot@Ringame.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, Q (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 1:23:27PMwilmot@Ringamt.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, Q (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 1:23:55PMwilmot@Ringpme.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, Q (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 1:24:37PMwilmot@Ringpmt.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, Q (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 1:25:40PMRING@EWAME.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, Q (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 1:26:36PMRING@EWAMT.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, Q (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 1:27:28PMRING@EWPME.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, Q (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 1:28:07PMRING@EWPMT.xaw Appendix B - HCS Worksheets 52 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