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1988 CRITICAL MOVEMENT ANALYSIS
? GREINER ENGINEERING SCIENCES CRITICAL MOVEMENT ANALYSIS OLD BOYNTON & BOYNTON EXISTING 1988 DATE PEAl< SEASCI-l ********************************** LEVEL OF SERVI CE A SATURATICI-l 34 CRITICAL N/S VOL 1 60 CRITICAL E/W VOL 772 CRITICAL SUM 932 ************************************* LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOI,JllO WESTBOI,JllD LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH 1 ... . R. . 12.0 T.. 12.0 RT. 12.0 2 .. . ... . L. . 12.0 T.. 12.0 T. . 12.0 3 ... . L. . 12.0 T.. 12.0 T. . 12.0 4 .. . ... . . . . .. . . . L.. 12.0 .... . . . . 5 .. . ... . .. . ... . ... . 6 .. . . . . . .. . ... . .. . ... . NORTHBOUND TRAFFI C VOLUMES SOUTHBOI,JllD EASTBOI,JllD WESTBOUND LEFT THRU RIGHT o o o 295 o 67 40 1557 o o 1409 476 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (X) 3 3 3 3 LOCAL BUSES (I/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTH :2. HEAVIEST TURN PROTECTED :1. NEITHER TURN PROTECTED 1. 0 - 99 (IPEOs/HR) : 90 SECCI-lOS CRITICAL LANE VOLUMES BY MOVEMENT INPUT VOLUME ADJUSTED VOL . CAPACITY MOVEMENT NORTHBOI,JllD o o 160 OK SOUTHBOUND EASTBOI,JllD WESTBOUND 0 653 772 160 0 0 LEFT TURN CHECK SOUTHBOUND EASTBOI,JllD WESTBOUND 295 40 0 306 0 0 0 0 119 N/A OK OK THRU -RIGHT LEFT NORTHBOUND o o I' GREINER ENGINEERING SCIENCES CRITICAL MOVEMENT ANALYSIS OLD BOYNTON & BOYNTON BACKGROUND DATE 1989 AVG Al'NUAL ********************************** LEVEL OF SERVICE A SATURATI CI-l :5 3 CRITI CAL N/S VOL 1:5 7 CRITICAL E/W VOL 759 CRITICAL SUM 916 ************************************* r LANE NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOI,JllD MOV WI DTH MOV WI DTH WESTBOI,JllD MOV WIDTH 1 2 3 4 5 6 ... . R. . L.. L. . 12.0 12.0 12.0 T. . T. . T.. L.. 12.0 12.0 12.0 12.0 ... . RT. 12.0 T. . 12.0 T. . 12.0 .. . ... . .. . ... . .. . ... . .. I' .. . ... . ... . NORTHBOUND TRAFF I C VOLUMES SOUTHBOI,JllD EASTBOUND LEFT THRU RI GHT o o o 290 o 65 39 1531 o WESTBOUND o 1386 468 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (X) 3 3 3 3 LOCAL BUSES (I/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED E/W : 1 . NEITHER TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH 90 SECCI-lDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOI,JllD WESTBOUND THRU -RIGHT 0 0 642 759 LEFT 0 157 0 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 290 39 0 ADJUSTED VOL 0 300 0 0 CAPACITY 157 0 0 117 MOVEMENT OK N/A OK OK GREINER ENGINEERING SCIENCES CRITICAL MOVEMENT ANALYSIS OLD BOYNTON & BOYNTON WITH PROJECT DATE 1989 AVG Ai'NUAL ********************************** LEVEL OF SERV I CE A SATURATICI-l 54 CRITICAL N/S VOL 157 CRITICAL E/W VOL 772 CRITICAL SUM 929 ************************************* NORTHBOUND LANE MOV WIDTH 1 2 3 4 5 6 ... . LANE GEOMETRY SOUTHBOUND EASTBOI,JllD WESTBOI,JllD MOV WIDTH MOV WIDTH MOV WIDTH R. . 12.0 T.. 12.0 RT. 12.0 L. . 12.0 T. . 12.0 T.. 12.0 L. . 12.0 T. . 12.0 T.. 12.0 ... . L. . 12.0 ... . .. . ... . . .. ... . ... . . . . ... . '" . ... . .. . ... . ... . ... . NORTHBOUND TRAFFIC VOLUMES SOUTHBOI,JllO EASTBOI,JllD WESTBOUND LEFT THRU RIGHT o o o 290 o 65 39 1565 o o 1416 468 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTH TRUCKS (X) 3 3 3 3 LOCAL BUSES (I/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 :2. HEAVIEST TURN PROTECTED : I. NEITHER TURN PROTECTED 1. 0 - 99 (IPEDs/HR) : 90 SECCI-lDS CRITICAL LANE VOLUMES BY MOVEMENT .THRU -RIGHT LEFT NORTHBOUND o o SOUTHBOUND EASTBOUND WESTBOUND 0 656 772 157 0 0 LEFT TURN CHECK SOUTHBOI,JllD EASTBOI,JllD WESTBOUND 290 39 0 300 0 0 0 0 116 N/A OK OK INPUT VOLUME ADJUSTED VOL CAPAC I TY MOVEMENT NORTHBOUND o o 157 OK GREINER ENGINEERING SCIENCES CRITICAL MOVEMENT ANALYSIS OLD BOYNTON & BOYNTON BACKGROUND 1~e DATE 1989 PEAK SEASCI-l '7 - ********************************** LEVEL OF SERVICE 13 SATURATICI-l 57 CRITI CAL N/S VOL 1 69 CRITICAL E/W VOL eo a CRITI CAL SUM 977 ************************************* I 2 3 4 5 6 ... . LANE GEOMETRY SOUTHBOUND EASTBOI,JllD WESTBOUND MOV WIDTH MOV WIDTH MOV WIDTH R. . 12.0 T. . 12.0 RT. 12.0 L. . 12.0 T.. 12.0 T.. 12.0 L.. 12.0 T.. 12.0 T.-.. 12.0 ... . L. . 12.0 ... . ... . .. . .. . ... . .. . ... . ... . LANE NORTHBOUND MOV WIDTH NORTHBOUND TRAFF I C VOLUMES SOUTHBOI,JllD EASTBOI,JllD WESTBOUND LEFT THRU RIGHT o o o 309 o 70 42 1629 o o 1474 498 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (X) 3 3 3 3 LOCAL BUSES (I/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTH :2. HEAVIEST TURN PROTECTED :1. NEITHER TURN PROTECTED I. 0 - 99 <IPEDS/HR) 90 SECCI-lDS CRITI CAL LANE VOLUMES BY MOVEMENT THRU -RIGHT LEFT NORTHBOUND o o SOUTHBOUND EASTBOUND WESTBOUND 0 683 808 169 0 0 LEFT TURN CHECK SOUTHBOUND EASTBOI,JllD WESTBOUND 309 42 0 323 0 0 0 0 .125 N/A OK OK INPUT VOLUME ADJUSTED VOL CAPACI TY MOVEMENT NORTHBOUND o o 169 OK GREINER ENGINEERING SCIENCES CRITICAL MOVEMENT ANALYSIS OLD BOYNTON & BOYNTON WITH PROJECT DATE 1989 PEAK SEASCI-l ********************************** LEVEL OF SERV I CE B SATURATI ON 5 a CRITICAL N/S VOL 169 CRITICAL E/W VOL 820 CRITICAL SUM 989 ************************************* LANE GEOMETRY NORTHBOUND SOUTHBOI,JllD EASTBOI,JllD WESTBOI,JllD LANE MOV WI DTH MOV WIDTH MOV WIDTH MOV WIDTH 1 ... . R. . 12.0 T. . 12.0 RT. 12.0 2 . . . . L.. 12.0 T.. 12.0 T.. 12.0 3 . . . . L. . 12.0 T. . 12.0 T.. 12.0 4 ... . .. . L.. 12.0 ... . 5 ... . .. . ... . ... . 6 ... . ... . ... . TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 0 309 42 0 THRU 0 0 1663 1504 RIGHT 0 70 0 498 TRUCKS (X) LOCAL BUSES ( I/HR) PEAK HOUR FACTOR NORTHBOUND 3 0 .9 SOUTHBOUND 3 0 .S' EASTBOUND 3 0 .9 WESTBOUND 3 0 .9 PHASING N/S :2. E/W : 1. PEDESTRIAN ACTIVITY : CYCLE LENGTH : HEAV I EST TURN NEITHER TURN 1. 0 90 SECONDS PROTECTED PROTECTED - 99 (IPEDS/HR) CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOI,JllD EASTBOUND WESTBOUND THRU -RIGHT 0 0 697 820 LEFT 0 169 0 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 309 42 0 ADJUSTED VOL 0 323 0 0 CAPACITY 169 0 0 123 MOV91ENT OK N/A OK OK 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER ANALYST.......PIV DATE..........1/17/88 TIME..........PM PEAK 1988 COMMENT.......AVERAGE ANNUAL EXISTING CONDITIONS -------------------------------------------------------------------------- VOLUMES . GEOMETRY . EB WB NB SB . EB WB NB SB . LT 37 0 0 277 L 12.0 T 12.0 12.0 L 12.0 TH 1454 1325 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 447 0 62 c T 12.0 TR 12.0 12.0 R 12.0 RR 0 0 0 0 . T 12.0 12.0 12.0 12.0 . . 12.0 12.0 12.0 12.0 . : 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (" ) (,,) Y/N Nm Nb Y/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.'30 50 N 28.8 3 SB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 -------------------------------------------------------------------------- EB SIGNAL SETTI NGS PH-l PH-2 PH-3 PH-4 LT X NB LT TH X TH RT RT PO PD LT S8 LT TH X TH RT X RT PO PD CYCLE LENGTH = 90.l> PH-l PH-2 PH-3 PH-4 WB X X -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.517 0.767 7.6 B 2.4 A T 0.399 0.767 2.3 A WB TR 0.502 0.757 2.6 A 2.6 A SB L 0.555 0.157 27.3 0 26.2 0 R 0.274 0.167 21.3 C -------------------------------------------------------------------------- I NTERSECTI ON: Delay .. 4.8 (sec/veh) V/C .. 0.526 LOS .. A . ~T' 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER . ANALYST.......PIV DATE..........1/17/88 TIME..........PM PEAK 1988 COMMENT.......PEAK SEASON EXISTING CONDITIONS -------------------------------------------------------------------------- VOLUMES . GEOMETRY . EB WB NB SB . EB WB NB SB . LT 40 0 0 295 I L 12.0 T 12.0 12.0 L 12.0 TH 1557 1409 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 476 0 67 : T 12.0 TR 12.0 12.0 R 12.0 RR 0 0 0 0 T 12.0 12.0 12.0 12.0 . 12.0 12.0 12.0 12.0 . I 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (" ) (,,) Y/N Nm Nb Y/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.90 50 N 28.6' 3 SB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 -------------------------------------------------------------------------- EB SIGNAL SETTINGS PH-l PH-2 PH-3 PH-4 LT X NB LT TH X TH RT RT PD PD LT SB LT TH X TH RT X RT PD PD CYCLE LENGTH = 90.0 PH-l PH-2 PH-3 PH-4 WB X X -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.559 0.767 9.4 B 2.6 A T 0.424 0.767 2.4 A WB TR 0.534 0.767 2.8 A 2.8 A SB L 0.603 0.167 27.8 D 26.6 0 R 0.296 0.167 21.4 C -------------------------------------------------------------------------- INTERSECTION: DelAY .. 4.9 <see/v.h) V/C .. 0.567 LOS .. A 6;\\ "f'-' .. j 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER ANALYST.......PIV DATE..........l/17/88 TIME..........PM PEAK 1989 COMMENT.......AVERAGE ANNUAL BACKGROUND -------------------------------------------------------------------------- VOLUMES : GEOMETRY EB WB NB SB I EB WB NB SB LT 39 0 0 290 . L 12.0 T 12.0 12.0 L 12.0 . TH 1531 1386 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 468 0 65 : T 12.0 TR 12.0 12.0 R 12.0 RR 0 0 0 0 T 12.0 12.0 12.0 12.0 . 12.0 12.0 12.0 12.0 . : 12.0 12.0 12.0 12.0 ----------------------------------- ---------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (,c,) (,c,) Y/N Nm Nb V/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.<30 50 N 28.8 3 SB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 -------------------------------------------------------------------------- EB SIGNAL SETTINGS PH-l PH-2 PH-3 PH-4 LT X NB LT TH X TH RT RT PO PD LT SB LT TH X TH RT X RT PD PD CYCLE LENGTH = 90.0 PH-l PH-2 PH-3 PH-4 WB X X -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.545 0.767 8.7 B 2.5 A T 0.417 0.767 2.4 A WB TR 0.525 0.767 2.7 A 2.7 A SB L 0.593 0.167 27.6 D 26.5 D R 0.288 0.167 21.4 C -------------------------------------------------------------------------- I NTE RSECTI ON : Delay .. 4.9 <see/v"') v/C .. 0.554 LOS .. A " "'. <. ~.,._.'...'I,.-', 1985 HCM: SIGNALIZED INTERSECTIONS ' SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER ANALYST.......PIV DATE..........l/17/88 TIME..........PM PEAK 1989 COMMENT.......AVERAGE ANNUAL WITH PROJECT -------------------------------------------------------------------------- VOLUMES I GEOMETRY EB WB NB SB . EB WB NB SB . LT 39 0 0 290 . L 12.0 T 12.0 12.0 L 12.0 . TH 1565 1416 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 468 0 65 : T 12.0 TR 12.0 12.0 R 12.0 RR 0 0 0 0 : T 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 I 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (,,) (,,) Y/N Nm Nb Y/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 SB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 -------------------------------------------------------------------------- WB SIGNAL SETTINGS PH-l PH-2 PH-3 PH-4 LT X NB LT TH X TH RT RT PO PO LT SB LT TH X TH RT X RT PD PD CYCLE LENGTH" 90.0 PH-l PH-2 PH-3 PH-4 EB X X -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.545 0.767 8.7 B 2.5 A T 0.426 0.767 2.4 A WB TR 0.533 0.767 2.8 A 2.8 A SB L 0.593 0.167 27.6 D 26.5 D R 0.288 0.167 21.4 C -------------------------------------------------------------------------- INTERSECTION: Delay .. 4.9 (see/veh) V/C" 0.554 LOS .. A ,. . 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER ANALYST.......PIV DATE..........l/17/88 TIME..........PM PEAK 1989 COMMENT.......PEAK SEASON BACKGROUND -------------------------------------------------------------------------- VOLUMES : GEOMETRY EB WB NB SB EB WB NB SB LT 42 0 0 309 . L 12.0 T 12.0 12.0 L 12.0 . TH 1629 1474 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 498 0 70 I T 12.0 TR 12.0 12.0 R 12.0 RR 0 0 0 0 : T 12.0 12.0 12.0 12.0 : 12.0 12.0 12.0 12.0 . 12.0 12.0 12.0 12.0 . -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ("-) ("-) Y/N Nm Nb Y/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 ;3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 SB 0.00 3.00 N 0 0 0.90 50 N 28.8 ;3 -------------------------------------------------------------------------- EB SIGNAL SETTINGS PH-l PH-2 PH-3 PH-4 LT X NB LT TH X TH RT RT PD PD LT SB LT TH X TH RT X RT PD PO CYCLE LENGTH = 90.0 PH-l PH-2 PH-;3 PH-4 WB X X -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.587 0.767 10.8 & 2.7 A T 0.444 0.767 2.4 A WB TR 0.558 0.767 2.9 A 2.9 A SB L 0.631 0.167 28.2 D 27.0 0 R 0.310 0.167 21.5 C -----------------------------------------, I NTERSECTI ON: Delay .. 5.1 <.ec/v.h) V/C .. 0.595 LOS .. 8 ,~~,~-);.~,>, 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ************************************************************************** INTERSECTION..BOYNTON BEACH BLVD/OLD BOYNTON RD AREA TYPE.....OTHER ANALYST.......PIV DATE..........l/17/88 TIME..........PM PEAK 1989 COMMENT.......PEAK SEASON WITH PROJECT TRAFFIC -------------------------------------------------------------------------- VOLUMES . GEOMETRV . EB WB NB SB . EB WB NB SB . LT 42 0 0 309 . L 12.0 T 12.0 12.0 L 12.0 . TH 1553 1505 0 0 . T 12.0 T 12.0 12.0 L 12.0 . RT 0 498 0 70 . T 12.0 TR 12.0 12.0 R 12.0 . RR 0 0 0 0 : T 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 : 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (,,) (,,) Y/N Nm Nb V/N min T EB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 WB 0.00 3.00 N 0 0 0.90 50 N 14.3 3 NB 0.00 3.00 N 0 0 0.90 50 N 28.8 3 SB 0.00 3.00 N 0 0 0.90 SO N 28.8 3 -------------------------------------------------------------------------- WB SIGNAL SETTINGS PH-l PH-Z PH-3 PH-4 LT X NB LT TH X TH RT RT PD PD LT SB LT TH X TH RT X RT PO PD CYCLE LENGTH = 90.0 PH-l PH-2 PH-3 PH-4 EB x x -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.587 0.757 10.8 B 2.7 A T 0.453 0.757 2.5 A WB TR 0.557 0.757 2.9 A 2.9 A SB L 0.531 0.157 28.2 D 27.0 D R 0.310 O. 167 21. ;S C -------------------------------------------------------------------------- INTERSECTION: Delay .. 5.1 <aec/v.h) V/C - 0.595 LOS = B /