Fresno City Council
October 13, 2022

01/01/2019 thru 12/31/2019
Report Run On: 01/16/2020
Total Count: 7396
Include State Highways cases
County: Fresno
Primary Rd CHURCH AVENUE Distance (ft) 0 Direction Secondary Rd TEMPERANCE AVENCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 013703 Collision Date 20190918 Time 0950 Day WED Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20190919 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 29 F O HNBD PROC ST E A 0100 TOYOT 2017 - 3 N - M G 2 DRVR 54 M H HNBD PROC ST S A 0100 TOYOT 2007 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 0 Direction Secondary Rd TEMPERANCE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 013703 Collision Date 20191128 Time 1215 Day THU Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20191210 Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 28 M H HNBD PROC ST E A 0700 TOYOT 2017 - 3 N - M G 2 DRVR 54 M O HNBD PROC ST N A 0800 HONDA 2002 - 3 N - M G DRVR POSSIBL 54 M 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 100 Direction W Secondary Rd WEST AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020854 Collision Date 20190526 Time 0430 Day SUN Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20190603 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST W - 9900 - - 3 N - B B 2 DRVR 40 M W HNBD PROC ST E F 2700 PETER 2011 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CIRCLE COURT
WEST (3300 BLOCK)
Distance (ft) 125 Direction S Secondary Rd MAYFAIR DRIVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 019856 Collision Date 20191122 Time 2317 Day FRI Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20191204 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithPKD MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK UNS TURN S D 2200 CHEV 2000 - 3 N - - B 2 PRKD 998 - PARKED S A 0100 CHEV 2002 - 3 N - - -
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CITRUS MINI MART
(999 PARK BLVD)
Distance (ft) 137 Direction E Secondary Rd 10TH STREET NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Orange Cove County Fresno Population 2 Rpt Dist Beat 060 Type 3 CalTrans Badge 020540 Collision Date 20191111 Time 1400 Day MON Primary Collision Factor OTHER IMPROP DRV Violation Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20191121 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 76 M W HNBD BACKING S A 0100 CHRY 2002 - 3 N - M G 2 PRKD 998 - PARKED E J 4800 FORD 2015 - 3 N - - -
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

01/01/2019 thru 12/31/2019
Report Run On: 01/16/2020
Total Count: 7396
Include State Highways cases
County: Fresno
Primary Rd FRUIT AVENUE Distance (ft) 0 Direction Secondary Rd JENSEN AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020871 Collision Date 20190714 Time 1355 Day SUN Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20190724 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 21 M B HNBD PROC ST S A 0100 SATU 2006 - 3 N - L G DRVR MINOR 21 M 1 0 M G 2 DRVR 34 F H HNBD PROC ST E A 0700 CHEV 2007 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd FRUIT AVENUE Distance (ft) 0 Direction Secondary Rd JENSEN AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 019962 Collision Date 20190923 Time 1905 Day MON Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20190926 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DUSK/DAWNPed Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 51 F H HNBD PROC ST S A 0100 KIA 2007 - 3 N - L G 2 DRVR 23 M H HNBD PROC ST E A 0100 MITZ 1998 - 3 N - L G DRVR POSSIBL 23 M 1 0 L G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd FRUIT AVENUE Distance (ft) 0 Direction Secondary Rd SAN JOSE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 018746 Collision Date 20190714 Time 1330 Day SUN Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 Tow Away? Y Process Date 20190722 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 85 F W HNBD PROC ST W A 0100 FORD 2011 - 3 N - L G DRVR POSSIBL 85 F 1 0 L G PASS SERIOUS 22 F 3 0 L G
2 DRVR 33 F W HNBD PROC ST S A 0100 HOND 2017 - 3 N - M G DRVR POSSIBL 33 F 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd FULTON ST Distance (ft) 73 Direction N Secondary Rd SACRAMENTO ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 2655 Beat 01D Type 0 CalTrans Badge P731 Collision Date 20190831 Time 0036 Day SAT Primary Collision Factor DRVR ALC|DRG Violation 23152B Collision Type BROADSIDE Severity FATAL #Killed 1 #Injured 1 Tow Away? Y Process Date 20191022 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPKD MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 24 M H HBD-UI RAN OFF RD S D 2200 DODGE 1983 - 3 A 22350 - P B DRVR OTH VIS 24 M 1 0 P B PASS KILLED 23 M 3 0 P H
2 PRKD 998 - PARKED - D 2200 FORD 2015 - 3 N - - -
3 PRKD 998 - PARKED - A 0100 TOYOT 2003 - 3 N - - -
4 PRKD 998 - PARKED - A 0100 KIA 2010 - 3 N - - -
5 PRKD 998 - PARKED - A 0100 NISSA 2015 - 3 N - - -
6 PRKD 998 - PARKED - A 0100 HONDA 2012 - 3 N - - -
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

01/01/2019 thru 12/31/2019
Report Run On: 01/16/2020
Total Count: 7396
Include State Highways cases
County: Fresno
Primary Rd JENSEN AVE Distance (ft) 528 Direction W Secondary Rd FOWLER AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 020586 Collision Date 20191217 Time 0015 Day TUE Primary Collision Factor IMPROP TURN Violation 22107 Collision Type OVERTURNED Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191223 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithNON-CLSN Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK UNS TURN W A 0100 FORD 2003 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVE Distance (ft) 576 Direction W Secondary Rd FRUIT AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020481 Collision Date 20190224 Time 2015 Day SUN Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20190307 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 24 F H HBD-UI UNS TURN W A 0100 NISS 2008 - 3 A 22107 - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVE Distance (ft) 0 Direction Secondary Rd FRUIT AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 019635 Collision Date 20190520 Time 1430 Day MON Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20190528 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 39 M H HNBD PROC ST E D 2200 DODG 1999 - 3 N - M G 2 DRVR 47 F H HNBD STOPPED E A 0700 FORD 2008 - 3 N - L G DRVR POSSIBL 47 F 1 0 L G PASS POSSIBL 29 F 3 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVE Distance (ft) 0 Direction Secondary Rd FRUIT AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 021230 Collision Date 20191020 Time 1930 Day SUN Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20191025 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST S - 9900 - - 3 N - B B 2 DRVR 63 M A HNBD PROC ST E D 2200 TOYOT 1986 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVE Distance (ft) 200 Direction W Secondary Rd GOLDENROD AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 018860 Collision Date 20190808 Time 1437 Day THU Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20190815 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 21 M H HNBD U-TURN W A 0100 DODG 2010 - 3 N - M G 2 DRVR 24 M H HNBD PROC ST W D 2200 CHEV 2000 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

01/01/2019 thru 12/31/2019
Report Run On: 01/16/2020
Total Count: 7396
Include State Highways cases
County: Fresno
Primary Rd JENSEN AVENUE Distance (ft) 45 Direction E Secondary Rd TEMPERANCE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 021165 Collision Date 20191208 Time 2500 Day SUN Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191217 Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK UNS TURN E D 2200 FORD 2002 - 3 N - B B Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVENUE Distance (ft) 71 Direction E Secondary Rd WALNUT AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020592 Collision Date 20191029 Time 1810 Day TUE Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20191108 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 23 M W HNBD PROC ST E D 2200 CHEV 2000 - 3 N - L G PASS POSSIBL 22 F 3 0 L G 2 DRVR 40 M H HNBD SLOWING E G 2531 PTRB 2012 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVENUE Distance (ft) 300 Direction E Secondary Rd WALNUT AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020871 Collision Date 20190531 Time 1840 Day FRI Primary Collision Factor IMPROP TURN Violation 22107 Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20190606 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 18 M H HNBD U-TURN E A 0100 CHEV 2015 - 3 N - M G 2 DRVR 32 M H HNBD PROC ST E A 0100 HOND 2005 - 3 N - L G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVENUE Distance (ft) 2112 Direction W Secondary Rd WEST AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020854 Collision Date 20190616 Time 0110 Day SUN Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20190731 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 21 M H HBD-UI WRONG WY E A 0100 TOYT 2000 - 3 A 22107 - L G DRVR SERIOUS 21 M 1 0 L G 2 DRVR 24 M H HNBD PROC ST W D 2200 GMC 2008 - 3 N - L G DRVR MINOR 24 M 1 0 L G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd JENSEN AVENUE Distance (ft) 8 Direction E Secondary Rd PHILLIP AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 017166 Collision Date 20190623 Time 0831 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type OVERTURNED Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20190703 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithNON-CLSN Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 23 M H HNBD RAN OFF RD W A 0700 GMC 2003 - 3 A 22107 - M G DRVR MINOR 23 M 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | F
(559) 570-8991

Appendix F: Existing Traffic Conditions
HCM 6th TWSC Existing AM Peak
1: West Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 58 3 3 30 10 5 14 3 20 15 3
Future Vol, veh/h 1 58 3 3 30 10 5 14 3 20 15 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81
Heavy Vehicles, % 4 44999000000
Mvmt Flow 1 72 4 4 37 12 6 17 4 25 19 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 49 0 0 76 0 0 139 133 74 138 129 43 Stage 1 - ----- 7 6 7 6- 5 1 5 1-
Stage 2 - ----- 6 3 5 7- 8 7 7 8-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1545 - - 1480 - - 836 761 993 837 765 1033 Stage 1 - ----- 9 3 8 8 3 6- 9 6 7 8 5 6-
Stage 2 - ----- 9 5 3 8 5 1- 9 2 6 8 3 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1545 - - 1480 - - 815 758 993 817 762 1033 Mov Cap-2 Maneuver - ----- 8 1 5 7 5 8- 8 1 7 7 6 2-
Stage 1 - ----- 9 3 7 8 3 5- 9 6 6 8 5 3-
Stage 2 - ----- 9 2 6 8 4 8- 9 0 3 8 3 3-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.5 9.7 9.7

HCM LOS A A

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 796 1545 - - 1480 - - 807
HCM Lane V/C Ratio 0.034 0.001 - - 0.003 - - 0.058
HCM Control Delay (s) 9.7 7.3 0 - 7.4 0 - 9.7
HCM Lane LOS A A A - A A - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2
HCM 6th AWSC Existing AM Peak
2: Fruit Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 60 24 1 41 15 42 39 1 13 33 10
Future Vol, veh/h 13 60 24 1 41 15 42 39 1 13 33 10
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 999999 1 1 1 1 1 1777
Mvmt Flow 14 64 26 1 44 16 45 41 1 14 35 11
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 8 7.8 8.9 7.9

HCM LOS AAAA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 52% 0% 13% 2% 23%
Vol Thru, % 48% 0% 62% 72% 59%
Vol Right, % 0% 100% 25% 26% 18%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 81 1 97 57 56
LT Vol 42 0 13 1 13
Through Vol 39 0 60 41 33
RT Vol 0 1 24 15 10
Lane Flow Rate 86 1 103 61 60
Geometry Grp 77225
Degree of Util (X) 0.129 0.001 0.125 0.074 0.075
Departure Headway (Hd) 5.37 4.407 4.378 4.392 4.548
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 670 814 821 818 790
Service Time 3.085 2.122 2.391 2.406 2.564
HCM Lane V/C Ratio 0.128 0.001 0.125 0.075 0.076
HCM Control Delay 8.9 7.1 8 7.8 7.9
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.4 0 0.4 0.2 0.2
HCM 6th TWSC Existing AM Peak
3: West Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 198 3 6 159 50615 1 14
Future Vol, veh/h 3 198 3 6 159 50615 1 14
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 14 14 14 18 18 18 000000
Mvmt Flow 3 230 3 7 185 60716 1 35

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 191 0 0 233 0 0 449 443 232 444 441 188 Stage 1 - ----- 2 3 8 2 3 8- 2 0 2 2 0 2-
Stage 2 - ----- 2 1 1 2 0 5- 2 4 2 2 3 9-
Critical Hdwy 4.24 - - 4.28 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.326 - - 2.362 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1314 - - 1246 - - 524 512 812 528 513 859 Stage 1 - ----- 7 7 0 7 1 2- 8 0 5 7 3 8-
Stage 2 - ----- 7 9 6 7 3 6- 7 6 6 7 1 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1314 - - 1246 - - 508 507 812 518 508 859 Mov Cap-2 Maneuver - ----- 5 0 8 5 0 7- 5 1 8 5 0 8-
Stage 1 - ----- 7 6 8 7 1 0- 8 0 3 7 3 4-
Stage 2 - ----- 7 7 3 7 3 2- 7 5 5 7 0 9-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 11.8 11.8

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 536 1314 - - 1246 - - 556
HCM Lane V/C Ratio 0.015 0.003 - - 0.006 - - 0.042
HCM Control Delay (s) 11.8 7.7 0 - 7.9 0 - 11.8
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
HCM 6th TWSC Existing AM Peak
4: Fruit Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 182 6 10 169 61 5 18 5 42 32 4
Future Vol, veh/h 13 182 6 10 169 61 5 18 5 42 32 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 15 15 15 15 15 15 5 5 5 10 10 10
Mvmt Flow 15 204 7 11 190 69 6 20 6 47 36 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 259 0 0 211 0 0 505 519 208 498 488 225 Stage 1 - ----- 2 3 8 2 3 8- 2 4 7 2 4 7-
Stage 2 - ----- 2 6 7 2 8 1- 2 5 1 2 4 1-
Critical Hdwy 4.25 - - 4.25 - - 7.15 6.55 6.25 7.2 6.6 6.3 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.2 5.6 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.2 5.6 -
Follow-up Hdwy 2.335 - - 2.335 - - 3.545 4.045 3.345 3.59 4.09 3.39 Pot Cap-1 Maneuver 1234 - - 1286 - - 473 457 825 470 469 795 Stage 1 - ----- 7 5 9 7 0 3- 7 3 9 6 8 7-
Stage 2 - ----- 7 3 2 6 7 3- 7 3 6 6 9 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1234 - - 1286 - - 434 446 825 442 458 795 Mov Cap-2 Maneuver - ----- 4 3 4 4 4 6- 4 4 2 4 5 8-
Stage 1 - ----- 7 4 8 6 9 3- 7 2 9 6 8 0-
Stage 2 - ----- 6 8 2 6 6 6- 7 0 0 6 8 2-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 13 14.7

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 483 1234 - - 1286 - - 459
HCM Lane V/C Ratio 0.065 0.012 - - 0.009 - - 0.191
HCM Control Delay (s) 13 8 0 - 7.8 0 - 14.7
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.7
HCM 6th TWSC Existing AM Peak
5: Walnut Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 263 5 5 212 34 3 15 6 43 15 6
Future Vol, veh/h 8 263 5 5 212 34 3 15 6 43 15 6
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 14 14 14 17 17 17 000444
Mvmt Flow 9 299 6 6 241 39 3 17 7 49 17 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 282 0 0 305 0 0 605 614 302 607 598 263 Stage 1 - ----- 3 2 0 3 2 0- 2 7 5 2 7 5-
Stage 2 - ----- 2 8 5 2 9 4- 3 3 2 3 2 3-
Critical Hdwy 4.24 - - 4.27 - - 7.1 6.5 6.2 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Follow-up Hdwy 2.326 - - 2.353 - - 3.5 4 3.3 3.536 4.036 3.336 Pot Cap-1 Maneuver 1215 - - 1175 - - 413 410 742 406 413 771 Stage 1 - ----- 6 9 6 6 5 6- 7 2 7 6 7 9-
Stage 2 - ----- 7 2 7 6 7 3- 6 7 7 6 4 7-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1213 - - 1175 - - 392 403 742 384 406 770 Mov Cap-2 Maneuver - ----- 3 9 2 4 0 3- 3 8 4 4 0 6-
Stage 1 - ----- 6 9 0 6 5 0- 7 1 9 6 7 4-
Stage 2 - ----- 6 9 8 6 6 8- 6 4 7 6 4 1-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 13.5 15.7

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 453 1213 - - 1175 - - 408
HCM Lane V/C Ratio 0.06 0.007 - - 0.005 - - 0.178
HCM Control Delay (s) 13.5 8 0 - 8.1 0 - 15.7
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.6
HCM 6th Signalized Intersection Summary Existing AM Peak 6: MLK Jr Boulevard & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 282 33 102 229 32 27 51 56 14 44 6 Future Volume (veh/h) 4 282 33 102 229 32 27 51 56 14 44 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1737 1737 1737 1737 1737 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 4 310 36 112 252 35 30 56 62 15 48 7 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 11 11 11 444444
Cap, veh/h 628 1092 126 599 1068 147 525 145 161 469 286 42 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1012 2980 343 959 2913 400 1321 797 882 1251 1569 229 Grp Volume(v), veh/h 4 170 176 112 141 146 30 0 118 15 0 55 Grp Sat Flow(s),veh/h/ln 1012 1650 1674 959 1650 1663 1321 0 1679 1251 0 1798 Q Serve(g_s), s 0.1 1.6 1.7 2.1 1.3 1.4 0.4 0.0 1.4 0.2 0.0 0.6 Cycle Q Clear(g_c), s 1.4 1.6 1.7 3.8 1.3 1.4 1.0 0.0 1.4 1.6 0.0 0.6 Prop In Lane 1.00 0.21 1.00 0.24 1.00 0.53 1.00 0.13
Lane Grp Cap(c), veh/h 628 605 613 599 605 609 525 0 306 469 0 327 V/C Ratio(X) 0.01 0.28 0.29 0.19 0.23 0.24 0.06 0.00 0.39 0.03 0.00 0.17 Avail Cap(c_a), veh/h 1632 2243 2274 1568 2272 2290 2279 0 2535 2130 0 2715 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.5 5.1 5.1 6.4 5.0 5.0 8.2 0.0 8.1 8.8 0.0 7.8 Incr Delay (d2), s/veh 0.0 0.3 0.3 0.1 0.2 0.2 0.0 0.0 0.8 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.1 0.2 0.1 0.1 0.1 0.0 0.3 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.5 5.3 5.3 6.6 5.2 5.2 8.3 0.0 8.9 8.9 0.0 8.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 350 399 148 70
Approach Delay, s/veh 5.3 5.6 8.8 8.2
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.0 13.6 9.0 13.6
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 34.1 30.7 34.1 * 31
Max Q Clear Time (g_c+I1), s 3.4 3.7 3.6 5.8
Green Ext Time (p_c), s 0.7 1.8 0.3 2.1
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Existing AM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 5 41 433 25 10 311 311 69 14 38 55 126 Future Volume (vph) 5 41 433 25 10 311 311 69 14 38 55 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1687 3343 1703 3305 1543 2763
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1687 3343 1703 3305 1543 2763
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 46 481 28 11 346 346 77 16 42 61 140
RTOR Reduction (vph) 004000 1 4000 1 2 00
Lane Group Flow (vph) 0 52 505 0 0 357 409 0 0 58 81 0
Confl. Peds. (#/hr) 4 1
Heavy Vehicles (%) 7% 7% 7% 7% 6% 6% 6% 6% 17% 17% 17% 17% Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 4.9 20.2 24.0 39.3 5.4 11.8
Effective Green, g (s) 4.9 20.2 24.0 39.3 5.4 11.8
Actuated g/C Ratio 0.06 0.25 0.29 0.48 0.07 0.14
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 101 829 502 1595 102 400
v/s Ratio Prot 0.03 c0.15 c0.21 0.12 0.04 0.03
v/s Ratio Perm
v/c Ratio 0.51 0.61 0.71 0.26 0.57 0.20
Uniform Delay, d1 37.1 27.1 25.6 12.4 36.9 30.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.4 1.3 4.7 0.1 7.1 0.3
Delay (s) 41.5 28.4 30.3 12.5 44.0 30.9
Level of Service D C C B D C
Approach Delay (s) 29.6 20.7 33.8
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 81.4 Sum of lost time (s) 18.2 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing AM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 85 90 28
Future Volume (vph) 1 85 90 28
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.96
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3370
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3370
Peak-hour factor, PHF 0.90 0.90 0.90 0.90
Adj. Flow (vph) 1 94 100 31
RTOR Reduction (vph) 0 0 26 0
Lane Group Flow (vph) 0 95 105 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 7.2 13.6
Effective Green, g (s) 7.2 13.6
Actuated g/C Ratio 0.09 0.17
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 154 563
v/s Ratio Prot c0.05 c0.03
v/s Ratio Perm
v/c Ratio 0.62 0.19
Uniform Delay, d1 35.8 29.1
Progression Factor 1.00 1.00
Incremental Delay, d2 7.2 0.2
Delay (s) 42.9 29.3
Level of Service D C
Approach Delay (s) 35.0
Approach LOS D
Intersection Summary
HCM 6th TWSC Existing PM Peak
1: West Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 66 4 8 72 28 1 16 7 14 18 5
Future Vol, veh/h 1 66 4 8 72 28 1 16 7 14 18 5
Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22888555000
Mvmt Flow 1 78 5 9 85 33 1 19 8 16 21 6

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 118 0 0 83 0 0 216 219 82 217 205 102 Stage 1 - ----- 8 3 8 3- 1 2 0 1 2 0-
Stage 2 - ----- 1 3 3 1 3 6- 9 7 8 5-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1470 - - 1477 - - 734 674 969 744 695 959 Stage 1 - ----- 9 1 8 8 2 0- 8 8 9 8 0 0-
Stage 2 - ----- 8 6 3 7 7 8- 9 1 4 8 2 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1470 - - 1477 - - 708 669 968 716 689 959 Mov Cap-2 Maneuver - ----- 7 0 8 6 6 9- 7 1 6 6 8 9-
Stage 1 - ----- 9 1 7 8 1 9- 8 8 8 7 9 4-
Stage 2 - ----- 8 2 9 7 7 3- 8 8 4 8 2 7-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.6 10.1 10.3

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 737 1470 - - 1477 - - 727
HCM Lane V/C Ratio 0.038 0.001 - - 0.006 - - 0.06
HCM Control Delay (s) 10.1 7.5 0 - 7.5 0 - 10.3
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2
HCM 6th AWSC Existing PM Peak
2: Fruit Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 68 18 6 52 29 12 65 4 20 42 11
Future Vol, veh/h 19 68 18 6 52 29 12 65 4 20 42 11
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 777444444333
Mvmt Flow 23 83 22 7 63 35 15 79 5 24 51 13
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 8.4 8.1 8.7 8.3

HCM LOS AAAA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 0% 18% 7% 27%
Vol Thru, % 84% 0% 65% 60% 58%
Vol Right, % 0% 100% 17% 33% 15%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 77 4 105 87 73
LT Vol 12 0 19 6 20
Through Vol 65 0 68 52 42
RT Vol 0 4 18 29 11
Lane Flow Rate 94 5 128 106 89
Geometry Grp 77225
Degree of Util (X) 0.137 0.006 0.162 0.13 0.116
Departure Headway (Hd) 5.266 4.484 4.544 4.403 4.686
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 682 798 790 815 765
Service Time 2.995 2.213 2.567 2.427 2.716
HCM Lane V/C Ratio 0.138 0.006 0.162 0.13 0.116
HCM Control Delay 8.8 7.2 8.4 8.1 8.3
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.5 0 0.6 0.4 0.4
HCM 6th TWSC Existing PM Peak
3: West Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 282 2 1 236 5 2 12 6 13 10 8
Future Vol, veh/h 4 282 2 1 236 5 2 12 6 13 10 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 7 77777666444
Mvmt Flow 4 303 2 1 254 5 2 13 6 14 11 9

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 259 0 0 305 0 0 581 573 304 581 572 257 Stage 1 - ----- 3 1 2 3 1 2- 2 5 9 2 5 9-
Stage 2 - ----- 2 6 9 2 6 1- 3 2 2 3 1 3-
Critical Hdwy 4.17 - - 4.17 - - 7.16 6.56 6.26 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6.16 5.56 - 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6.16 5.56 - 6.14 5.54 -
Follow-up Hdwy 2.263 - - 2.263 - - 3.554 4.054 3.354 3.536 4.036 3.336 Pot Cap-1 Maneuver 1277 - - 1228 - - 419 424 726 422 427 777 Stage 1 - ----- 6 9 0 6 5 0- 7 4 1 6 9 0-
Stage 2 - ----- 7 2 8 6 8 5- 6 8 6 6 5 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1277 - - 1228 - - 405 422 726 407 425 777 Mov Cap-2 Maneuver - ----- 4 0 5 4 2 2- 4 0 7 4 2 5-
Stage 1 - ----- 6 8 7 6 4 7- 7 3 8 6 8 9-
Stage 2 - ----- 7 0 8 6 8 4- 6 6 4 6 5 0-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0 12.9 13.2

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 480 1277 - - 1228 - - 471
HCM Lane V/C Ratio 0.045 0.003 - - 0.001 - - 0.071
HCM Control Delay (s) 12.9 7.8 0 - 7.9 0 - 13.2
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2
HCM 6th TWSC Existing PM Peak
4: Fruit Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 277 10 14 227 34 11 29 29 38 11 7 Future Vol, veh/h 20 277 10 14 227 34 11 29 29 38 11 7
Conflicting Peds, #/hr 1 00001003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 10 10 10 2 2 2 15 15 15
Mvmt Flow 22 301 11 15 247 37 12 32 32 41 12 8

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 285 0 0 312 0 0 657 666 310 683 653 267 Stage 1 - ----- 3 5 1 3 5 1- 2 9 7 2 9 7-
Stage 2 - ----- 3 0 6 3 1 5- 3 8 6 3 5 6-
Critical Hdwy 4.15 - - 4.2 - - 7.12 6.52 6.22 7.25 6.65 6.35 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.25 5.65 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.25 5.65 -
Follow-up Hdwy 2.245 - - 2.29 - - 3.518 4.018 3.318 3.635 4.135 3.435 Pot Cap-1 Maneuver 1260 - - 1204 - - 378 380 730 346 370 741 Stage 1 - ----- 6 6 6 6 3 2- 6 8 4 6 4 5-
Stage 2 - ----- 7 0 4 6 5 6- 6 1 2 6 0 7-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1259 - - 1204 - - 355 366 728 300 356 740 Mov Cap-2 Maneuver - ----- 3 5 5 3 6 6- 3 0 0 3 5 6-
Stage 1 - ----- 6 5 2 6 1 9- 6 6 9 6 3 5-
Stage 2 - ----- 6 7 3 6 4 6- 5 4 2 5 9 4-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 14.3 18.1

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 1259 - - 1204 - - 335
HCM Lane V/C Ratio 0.163 0.017 - - 0.013 - - 0.182
HCM Control Delay (s) 14.3 7.9 0 - 8 0 - 18.1
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.6 0.1 - - 0 - - 0.7
HCM 6th TWSC Existing PM Peak
5: Walnut Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 349 2 5 310 55 7 20 7 31 11 11
Future Vol, veh/h 12 349 2 5 310 55 7 20 7 31 11 11
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 6 66777000555
Mvmt Flow 13 392 2 6 348 62 8 22 8 35 12 12

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 412 0 0 394 0 0 822 843 393 827 813 381 Stage 1 - ----- 4 1 9 4 1 9- 3 9 3 3 9 3-
Stage 2 - ----- 4 0 3 4 2 4- 4 3 4 4 2 0-
Critical Hdwy 4.16 - - 4.17 - - 7.1 6.5 6.2 7.15 6.55 6.25 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Follow-up Hdwy 2.254 - - 2.263 - - 3.5 4 3.3 3.545 4.045 3.345 Pot Cap-1 Maneuver 1126 - - 1138 - - 295 303 660 287 309 660 Stage 1 - ----- 6 1 6 5 9 3- 6 2 6 6 0 1-
Stage 2 - ----- 6 2 8 5 9 0- 5 9 5 5 8 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1124 - - 1138 - - 276 296 660 262 302 659 Mov Cap-2 Maneuver - ----- 2 7 6 2 9 6- 2 6 2 3 0 2-
Stage 1 - ----- 6 0 7 5 8 4- 6 1 5 5 9 6-
Stage 2 - ----- 5 9 9 5 8 5- 5 5 7 5 7 5-

Approach EB WB NB SB
HCM Control Delay, s 0.3 0.1 17.4 19.4

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 328 1124 - - 1138 - - 309
HCM Lane V/C Ratio 0.116 0.012 - - 0.005 - - 0.193
HCM Control Delay (s) 17.4 8.2 0 - 8.2 0 - 19.4
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.7
HCM 6th Signalized Intersection Summary Existing PM Peak 6: MLK Jr Boulevard & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 350 23 68 338 42 25 83 132 20 65 11 Future Volume (veh/h) 17 350 23 68 338 42 25 83 132 20 65 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 18 372 24 72 360 45 27 88 140 21 69 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 666444222555
Cap, veh/h 522 1089 70 530 1038 129 581 167 265 448 389 68 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 949 3283 211 973 3131 389 1311 649 1032 1123 1513 263 Grp Volume(v), veh/h 18 194 202 72 200 205 27 0 228 21 0 81 Grp Sat Flow(s),veh/h/ln 949 1721 1773 973 1749 1771 1311 0 1680 1123 0 1777 Q Serve(g_s), s 0.4 2.1 2.1 1.5 2.1 2.2 0.4 0.0 2.9 0.4 0.0 0.9 Cycle Q Clear(g_c), s 2.5 2.1 2.1 3.6 2.1 2.2 1.3 0.0 2.9 3.3 0.0 0.9 Prop In Lane 1.00 0.12 1.00 0.22 1.00 0.61 1.00 0.15
Lane Grp Cap(c), veh/h 522 571 588 530 580 587 581 0 432 448 0 456 V/C Ratio(X) 0.03 0.34 0.34 0.14 0.34 0.35 0.05 0.00 0.53 0.05 0.00 0.18 Avail Cap(c_a), veh/h 1345 2062 2125 1388 2124 2150 2100 0 2380 1750 0 2516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.2 6.2 6.2 7.6 6.3 6.3 7.7 0.0 7.9 9.3 0.0 7.2 Incr Delay (d2), s/veh 0.0 0.4 0.3 0.1 0.4 0.4 0.0 0.0 1.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.3 0.3 0.2 0.3 0.4 0.1 0.0 0.6 0.1 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 6.6 6.6 7.7 6.6 6.6 7.7 0.0 8.9 9.4 0.0 7.4 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 414 477 255 102
Approach Delay, s/veh 6.6 6.8 8.8 7.8
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 11.3 13.5 11.3 13.5
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 35.1 29.7 35.1 * 30
Max Q Clear Time (g_c+I1), s 4.9 4.5 5.3 5.6
Green Ext Time (p_c), s 1.4 2.2 0.5 2.6
Intersection Summary
HCM 6th Ctrl Delay 7.2
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Existing PM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 11 76 552 20 20 158 504 178 18 77 154 343 Future Volume (vph) 11 76 552 20 20 158 504 178 18 77 154 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.96 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1736 3452 1719 3292 1719 3051
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1736 3452 1719 3292 1719 3051
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 12 81 587 21 21 168 536 189 19 82 164 365 RTOR Reduction (vph) 003000 3 3000 1 8 80
Lane Group Flow (vph) 0 93 605 0 0 189 692 0 0 101 341 0 Confl. Peds. (#/hr) 2 2 4
Heavy Vehicles (%) 4% 4% 4% 4% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 6.7 20.7 12.4 26.4 7.4 15.5
Effective Green, g (s) 6.7 20.7 12.4 26.4 7.4 15.5
Actuated g/C Ratio 0.09 0.27 0.16 0.35 0.10 0.20
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 153 941 280 1145 167 623
v/s Ratio Prot 0.05 0.18 c0.11 c0.21 0.06 c0.11
v/s Ratio Perm
v/c Ratio 0.61 0.64 0.68 0.60 0.60 0.55
Uniform Delay, d1 33.3 24.3 29.9 20.4 32.8 27.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.7 1.5 6.3 0.9 6.1 1.0
Delay (s) 40.0 25.9 36.2 21.3 38.9 28.0
Level of Service D C D C D C
Approach Delay (s) 27.7 24.4 29.8
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 75.9 Sum of lost time (s) 18.2 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing PM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 8 119 89 53
Future Volume (vph) 8 119 89 53
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.94
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3293
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3293
Peak-hour factor, PHF 0.94 0.94 0.94 0.94
Adj. Flow (vph) 9 127 95 56
RTOR Reduction (vph) 0 0 43 0
Lane Group Flow (vph) 0 136 108 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 9.1 17.2
Effective Green, g (s) 9.1 17.2
Actuated g/C Ratio 0.12 0.23
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 210 746
v/s Ratio Prot c0.08 0.03
v/s Ratio Perm
v/c Ratio 0.65 0.14
Uniform Delay, d1 31.9 23.5
Progression Factor 1.00 1.00
Incremental Delay, d2 6.7 0.1
Delay (s) 38.6 23.6
Level of Service D C
Approach Delay (s) 30.7
Approach LOS C
Intersection Summary
Queuing and Blocking Report Existing AM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 31 31
Average Queue (ft) 15 18
95th Queue (ft) 38 40
Link Distance (ft) 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 78 79 79 76
Average Queue (ft) 38 30 35 31
95th Queue (ft) 67 54 67 57
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 29 31
Average Queue (ft) 7 15
95th Queue (ft) 27 37
Link Distance (ft) 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing AM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 94 26 52 79
Average Queue (ft) 6 1 18 34
95th Queue (ft) 38 9 47 63
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 72 31 30 52
Average Queue (ft) 5 4 16 24
95th Queue (ft) 32 19 38 47
Link Distance (ft) 2583 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 30 116 96 115 206 44 53 96 46 66
Average Queue (ft) 2 44 36 46 76 11 16 38 6 20
95th Queue (ft) 14 85 75 83 166 34 44 75 28 53
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Queuing and Blocking Report Existing AM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 121 199 182 355 430 158 110 154 117 136 72 74 Average Queue (ft) 46 93 99 182 68 58 44 29 53 65 30 32 95th Queue (ft) 93 168 162 282 185 112 91 87 102 113 55 59 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 0 2
Queuing Penalty (veh) 0 3
Network Summary
Network wide Queuing Penalty: 3
Queuing and Blocking Report Existing PM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 79 31
Average Queue (ft) 19 15
95th Queue (ft) 49 39
Link Distance (ft) 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 79 50 54 55
Average Queue (ft) 40 27 31 29
95th Queue (ft) 65 47 50 49
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 77 52
Average Queue (ft) 20 15
95th Queue (ft) 47 40
Link Distance (ft) 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing PM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 52 52 74 55
Average Queue (ft) 4 4 29 28
95th Queue (ft) 22 24 52 52
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 26 27 31 62
Average Queue (ft) 2 1 22 28
95th Queue (ft) 12 9 39 57
Link Distance (ft) 2583 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 50 110 117 116 249 237 74 161 52 96
Average Queue (ft) 11 57 57 36 97 36 14 61 18 30
95th Queue (ft) 36 93 110 79 204 123 47 113 42 70
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 1 0 4 0
Queuing Penalty (veh) 1 0 1 0
Queuing and Blocking Report Existing PM Peak
Baseline 03/12/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 174 266 280 245 224 254 155 182 247 200 74 74 Average Queue (ft) 68 140 152 140 122 149 64 65 131 95 33 36 95th Queue (ft) 134 240 241 223 208 230 117 122 219 170 64 65 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 1 1 0
Queuing Penalty (veh) 1 2 0
Network Summary
Network wide Queuing Penalty: 5

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | G
(559) 570-8991

Appendix G: Existing plus Project Traffic Conditions

HCM 6th TWSC Existing plus Project AM Peak
1: West Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 96 3 4 31 18 5 14 26 111 15 3
Future Vol, veh/h 1 96 3 4 31 18 5 14 26 111 15 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81
Heavy Vehicles, % 4 44999000000
Mvmt Flow 1 119 4 5 38 22 6 17 32 137 19 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 60 0 0 123 0 0 194 193 121 207 184 49 Stage 1 - ----- 1 2 3 1 2 3- 5 9 5 9-
Stage 2 - ----- 7 1 7 0- 1 4 8 1 2 5-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1531 - - 1422 - - 770 706 936 755 714 1025 Stage 1 - ----- 8 8 6 7 9 8- 9 5 8 8 5 0-
Stage 2 - ----- 9 4 4 8 4 1- 8 5 9 7 9 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1531 - - 1422 - - 749 702 936 713 710 1025 Mov Cap-2 Maneuver - ----- 7 4 9 7 0 2- 7 1 3 7 1 0-
Stage 1 - ----- 8 8 5 7 9 7- 9 5 7 8 4 7-
Stage 2 - ----- 9 1 6 8 3 8- 8 1 1 7 9 5-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.6 9.7 11.4

HCM LOS A B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 827 1531 - - 1422 - - 718
HCM Lane V/C Ratio 0.067 0.001 - - 0.003 - - 0.222
HCM Control Delay (s) 9.7 7.4 0 - 7.5 0 - 11.4
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.8
HCM 6th AWSC Existing plus Project AM Peak
2: Fruit Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 72 28 1 102 15 81 39 1 13 33 45
Future Vol, veh/h 20 72 28 1 102 15 81 39 1 13 33 45
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 999999 1 1 1 1 1 1777
Mvmt Flow 21 77 30 1 109 16 86 41 1 14 35 48
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 8.7 8.7 9.9 8.4

HCM LOS AAAA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 68% 0% 17% 1% 14%
Vol Thru, % 32% 0% 60% 86% 36%
Vol Right, % 0% 100% 23% 13% 49%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 120 1 120 118 91
LT Vol 81 0 20 1 13
Through Vol 39 0 72 102 33
RT Vol 0 1 28 15 45
Lane Flow Rate 128 1 128 126 97
Geometry Grp 77225
Degree of Util (X) 0.203 0.001 0.167 0.165 0.125
Departure Headway (Hd) 5.719 4.675 4.697 4.73 4.645
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 627 763 762 757 770
Service Time 3.462 2.417 2.733 2.767 2.689
HCM Lane V/C Ratio 0.204 0.001 0.168 0.166 0.126
HCM Control Delay 9.9 7.4 8.7 8.7 8.4
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.8 0 0.6 0.6 0.4
HCM 6th TWSC Existing plus Project AM Peak
3: West Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 198 3 6 159 35 0 6 1 13 11 4
Future Vol, veh/h 3 198 3 6 159 35 0 6 1 13 11 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 14 14 14 18 18 18 000000
Mvmt Flow 3 230 3 7 185 41 0 7 1 15 13 5

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 226 0 0 233 0 0 467 478 232 462 459 206 Stage 1 - ----- 2 3 8 2 3 8- 2 2 0 2 2 0-
Stage 2 - ----- 2 2 9 2 4 0- 2 4 2 2 3 9-
Critical Hdwy 4.24 - - 4.28 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.326 - - 2.362 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1275 - - 1246 - - 509 489 812 513 502 840 Stage 1 - ----- 7 7 0 7 1 2- 7 8 7 7 2 5-
Stage 2 - ----- 7 7 8 7 1 1- 7 6 6 7 1 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1275 - - 1246 - - 493 485 812 503 497 840 Mov Cap-2 Maneuver - ----- 4 9 3 4 8 5- 5 0 3 4 9 7-
Stage 1 - ----- 7 6 8 7 1 0- 7 8 5 7 2 1-
Stage 2 - ----- 7 5 5 7 0 7- 7 5 5 7 0 9-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.2 12.1 12.2

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 515 1275 - - 1246 - - 531
HCM Lane V/C Ratio 0.016 0.003 - - 0.006 - - 0.061
HCM Control Delay (s) 12.1 7.8 0 - 7.9 0 - 12.2
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.2
HCM 6th TWSC Existing plus Project AM Peak
4: Fruit Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 190 6 10 199 98 5 20 5 45 33 4
Future Vol, veh/h 13 190 6 10 199 98 5 20 5 45 33 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 15 15 15 15 15 15 5 5 5 10 10 10
Mvmt Flow 15 213 7 11 224 110 6 22 6 51 37 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 334 0 0 220 0 0 569 603 217 562 551 279 Stage 1 - ----- 2 4 7 2 4 7- 3 0 1 3 0 1-
Stage 2 - ----- 3 2 2 3 5 6- 2 6 1 2 5 0-
Critical Hdwy 4.25 - - 4.25 - - 7.15 6.55 6.25 7.2 6.6 6.3 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.2 5.6 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.2 5.6 -
Follow-up Hdwy 2.335 - - 2.335 - - 3.545 4.045 3.345 3.59 4.09 3.39 Pot Cap-1 Maneuver 1156 - - 1276 - - 428 409 815 426 431 741 Stage 1 - ----- 7 5 0 6 9 6- 6 9 1 6 5 1-
Stage 2 - ----- 6 8 4 6 2 4- 7 2 7 6 8 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1156 - - 1276 - - 389 398 815 397 420 741 Mov Cap-2 Maneuver - ----- 3 8 9 3 9 8- 3 9 7 4 2 0-
Stage 1 - ----- 7 3 9 6 8 6- 6 8 1 6 4 4-
Stage 2 - ----- 6 3 4 6 1 7- 6 8 8 6 7 5-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 14 16.1

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 433 1156 - - 1276 - - 416
HCM Lane V/C Ratio 0.078 0.013 - - 0.009 - - 0.221
HCM Control Delay (s) 14 8.2 0 - 7.8 0 - 16.1
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.8
HCM 6th TWSC Existing plus Project AM Peak
5: Walnut Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 274 5 5 278 34 3 15 6 43 15 6
Future Vol, veh/h 8 274 5 5 278 34 3 15 6 43 15 6
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 14 14 14 17 17 17 000444
Mvmt Flow 9 311 6 6 316 39 3 17 7 49 17 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 357 0 0 317 0 0 692 701 314 694 685 338 Stage 1 - ----- 3 3 2 3 3 2- 3 5 0 3 5 0-
Stage 2 - ----- 3 6 0 3 6 9- 3 4 4 3 3 5-
Critical Hdwy 4.24 - - 4.27 - - 7.1 6.5 6.2 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Follow-up Hdwy 2.326 - - 2.353 - - 3.5 4 3.3 3.536 4.036 3.336 Pot Cap-1 Maneuver 1138 - - 1163 - - 361 365 731 355 368 700 Stage 1 - ----- 6 8 6 6 4 8- 6 6 2 6 2 9-
Stage 2 - ----- 6 6 2 6 2 4- 6 6 7 6 3 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1136 - - 1163 - - 340 358 731 334 361 699 Mov Cap-2 Maneuver - ----- 3 4 0 3 5 8- 3 3 4 3 6 1-
Stage 1 - ----- 6 7 9 6 4 2- 6 5 4 6 2 4-
Stage 2 - ----- 6 3 4 6 1 9- 6 3 7 6 3 3-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 14.5 17.6

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 407 1136 - - 1163 - - 358
HCM Lane V/C Ratio 0.067 0.008 - - 0.005 - - 0.203
HCM Control Delay (s) 14.5 8.2 0 - 8.1 0 - 17.6
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.7
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 6: MLK Jr Boulevard & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 293 33 102 292 32 30 51 56 14 44 6 Future Volume (veh/h) 4 293 33 102 292 32 30 51 56 14 44 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1737 1737 1737 1737 1737 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 4 322 36 112 321 35 33 56 62 15 48 7 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 11 11 11 444444
Cap, veh/h 600 1138 126 599 1141 123 515 144 159 458 283 41 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 950 2994 332 948 3002 325 1324 797 882 1251 1570 229 Grp Volume(v), veh/h 4 176 182 112 175 181 33 0 118 15 0 55 Grp Sat Flow(s),veh/h/ln 950 1650 1676 948 1650 1677 1324 0 1679 1251 0 1799 Q Serve(g_s), s 0.1 1.7 1.7 2.2 1.7 1.7 0.5 0.0 1.4 0.2 0.0 0.6 Cycle Q Clear(g_c), s 1.8 1.7 1.7 3.9 1.7 1.7 1.1 0.0 1.4 1.7 0.0 0.6 Prop In Lane 1.00 0.20 1.00 0.19 1.00 0.53 1.00 0.13
Lane Grp Cap(c), veh/h 600 627 637 599 627 637 515 0 303 458 0 325 V/C Ratio(X) 0.01 0.28 0.29 0.19 0.28 0.28 0.06 0.00 0.39 0.03 0.00 0.17 Avail Cap(c_a), veh/h 1495 2182 2215 1509 2210 2246 2220 0 2466 2070 0 2642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.6 5.0 5.0 6.4 5.0 5.0 8.5 0.0 8.4 9.1 0.0 8.0 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.1 0.2 0.2 0.1 0.0 0.8 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.1 0.2 0.2 0.2 0.1 0.0 0.3 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.6 5.2 5.2 6.5 5.2 5.2 8.6 0.0 9.2 9.2 0.0 8.3 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 362 468 151 70
Approach Delay, s/veh 5.2 5.5 9.1 8.5
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.1 14.1 9.1 14.1
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 34.1 30.7 34.1 * 31
Max Q Clear Time (g_c+I1), s 3.4 3.8 3.7 5.9
Green Ext Time (p_c), s 0.7 1.9 0.3 2.6
Intersection Summary
HCM 6th Ctrl Delay 6.1
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 5 41 443 25 10 311 372 69 14 38 55 126 Future Volume (vph) 5 41 443 25 10 311 372 69 14 38 55 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1687 3344 1703 3319 1543 2763
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1687 3344 1703 3319 1543 2763
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 46 492 28 11 346 413 77 16 42 61 140
RTOR Reduction (vph) 004000 1 2000 1 2 00
Lane Group Flow (vph) 0 52 516 0 0 357 478 0 0 58 81 0
Confl. Peds. (#/hr) 4 1
Heavy Vehicles (%) 7% 7% 7% 7% 6% 6% 6% 6% 17% 17% 17% 17% Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 4.9 20.4 24.9 40.4 4.2 11.6
Effective Green, g (s) 4.9 20.4 24.9 40.4 4.2 11.6
Actuated g/C Ratio 0.06 0.25 0.30 0.49 0.05 0.14
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 100 828 515 1629 78 389
v/s Ratio Prot 0.03 c0.15 c0.21 0.14 0.04 0.03
v/s Ratio Perm
v/c Ratio 0.52 0.62 0.69 0.29 0.74 0.21
Uniform Delay, d1 37.6 27.5 25.3 12.5 38.5 31.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.8 1.5 4.0 0.1 31.4 0.3
Delay (s) 42.4 29.0 29.4 12.6 69.9 31.5
Level of Service D C C B E C
Approach Delay (s) 30.2 19.6 40.1
Approach LOS C B D
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 82.3 Sum of lost time (s) 18.2 Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 85 90 28
Future Volume (vph) 1 85 90 28
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.96
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3370
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3370
Peak-hour factor, PHF 0.90 0.90 0.90 0.90
Adj. Flow (vph) 1 94 100 31
RTOR Reduction (vph) 0 0 26 0
Lane Group Flow (vph) 0 95 105 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 7.2 14.6
Effective Green, g (s) 7.2 14.6
Actuated g/C Ratio 0.09 0.18
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 153 597
v/s Ratio Prot c0.05 c0.03
v/s Ratio Perm
v/c Ratio 0.62 0.18
Uniform Delay, d1 36.2 28.7
Progression Factor 1.00 1.00
Incremental Delay, d2 7.6 0.1
Delay (s) 43.8 28.9
Level of Service D C
Approach Delay (s) 35.2
Approach LOS D
Intersection Summary
HCM 6th TWSC Existing plus Project PM Peak
1: West Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 69 4 20 100 104 1 16 11 20 18 5
Future Vol, veh/h 1 69 4 20 100 104 1 16 11 20 18 5
Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22888555000
Mvmt Flow 1 81 5 24 118 122 1 19 13 24 21 6
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 240 0 0 86 0 0 327 374 85 330 315 179 Stage 1 - ----- 8 6 8 6- 2 2 7 2 2 7-
Stage 2 - ----- 2 4 1 2 8 8- 1 0 3 8 8-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1327 - - 1473 - - 620 552 966 627 604 869 Stage 1 - ----- 9 1 4 8 1 8- 7 8 0 7 2 0-
Stage 2 - ----- 7 5 6 6 6 8- 9 0 8 8 2 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1327 - - 1473 - - 590 541 965 593 592 869 Mov Cap-2 Maneuver - ----- 5 9 0 5 4 1- 5 9 3 5 9 2-
Stage 1 - ----- 9 1 3 8 1 7- 7 7 9 7 0 6-
Stage 2 - ----- 7 1 5 6 5 5- 8 7 3 8 2 5-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.7 10.8 11.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 656 1327 - - 1473 - - 615
HCM Lane V/C Ratio 0.05 0.001 - - 0.016 - - 0.082
HCM Control Delay (s) 10.8 7.7 0 - 7.5 0 - 11.4
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.3
HCM 6th AWSC Existing plus Project PM Peak
2: Fruit Avenue & Church Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 133 55 6 63 29 18 65 4 20 42 16
Future Vol, veh/h 59 133 55 6 63 29 18 65 4 20 42 16
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 777444444333
Mvmt Flow 72 162 67 7 77 35 22 79 5 24 51 20
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 10.6 8.6 9.6 9

HCM LOS BAAA
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 0% 24% 6% 26%
Vol Thru, % 78% 0% 54% 64% 54%
Vol Right, % 0% 100% 22% 30% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 4 247 98 78
LT Vol 18 0 59 6 20
Through Vol 65 0 133 63 42
RT Vol 0 4 55 29 16
Lane Flow Rate 101 5 301 120 95
Geometry Grp 77225
Degree of Util (X) 0.162 0.007 0.386 0.156 0.135
Departure Headway (Hd) 5.767 4.951 4.617 4.702 5.128
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 618 718 777 759 694
Service Time 3.532 2.715 2.66 2.756 3.196
HCM Lane V/C Ratio 0.163 0.007 0.387 0.158 0.137
HCM Control Delay 9.7 7.8 10.6 8.6 9
HCM Lane LOS AABAA
HCM 95th-tile Q 0.6 0 1.8 0.6 0.5
HCM 6th TWSC Existing plus Project PM Peak
3: West Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 282 2 1 236 13 2 12 6 29 10 8
Future Vol, veh/h 4 282 2 1 236 13 2 12 6 29 10 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 7 77777666444
Mvmt Flow 4 303 2 1 254 14 2 13 6 31 11 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 268 0 0 305 0 0 585 582 304 585 576 261 Stage 1 - ----- 3 1 2 3 1 2- 2 6 3 2 6 3-
Stage 2 - ----- 2 7 3 2 7 0- 3 2 2 3 1 3-
Critical Hdwy 4.17 - - 4.17 - - 7.16 6.56 6.26 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6.16 5.56 - 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6.16 5.56 - 6.14 5.54 -
Follow-up Hdwy 2.263 - - 2.263 - - 3.554 4.054 3.354 3.536 4.036 3.336 Pot Cap-1 Maneuver 1267 - - 1228 - - 417 419 726 419 425 773 Stage 1 - ----- 6 9 0 6 5 0- 7 3 8 6 8 7-
Stage 2 - ----- 7 2 4 6 7 9- 6 8 6 6 5 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1267 - - 1228 - - 403 417 726 404 423 773 Mov Cap-2 Maneuver - ----- 4 0 3 4 1 7- 4 0 4 4 2 3-
Stage 1 - ----- 6 8 7 6 4 7- 7 3 5 6 8 6-
Stage 2 - ----- 7 0 4 6 7 8- 6 6 4 6 5 0-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0 12.9 14.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 476 1267 - - 1228 - - 444
HCM Lane V/C Ratio 0.045 0.003 - - 0.001 - - 0.114
HCM Control Delay (s) 12.9 7.9 0 - 7.9 0 - 14.1
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.4
HCM 6th TWSC Existing plus Project PM Peak
4: Fruit Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 293 10 14 235 39 11 30 29 73 13 7 Future Vol, veh/h 20 293 10 14 235 39 11 30 29 73 13 7
Conflicting Peds, #/hr 1 00001003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 10 10 10 2 2 2 15 15 15
Mvmt Flow 22 318 11 15 255 42 12 33 32 79 14 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 298 0 0 329 0 0 685 696 327 710 680 277 Stage 1 - ----- 3 6 8 3 6 8- 3 0 7 3 0 7-
Stage 2 - ----- 3 1 7 3 2 8- 4 0 3 3 7 3-
Critical Hdwy 4.15 - - 4.2 - - 7.12 6.52 6.22 7.25 6.65 6.35 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.25 5.65 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.25 5.65 -
Follow-up Hdwy 2.245 - - 2.29 - - 3.518 4.018 3.318 3.635 4.135 3.435 Pot Cap-1 Maneuver 1246 - - 1187 - - 362 365 714 332 357 732 Stage 1 - ----- 6 5 2 6 2 1- 6 7 6 6 3 8-
Stage 2 - ----- 6 9 4 6 4 7- 5 9 9 5 9 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1245 - - 1187 - - 337 351 712 286 343 731 Mov Cap-2 Maneuver - ----- 3 3 7 3 5 1- 2 8 6 3 4 3-
Stage 1 - ----- 6 3 8 6 0 7- 6 6 0 6 2 8-
Stage 2 - ----- 6 6 1 6 3 7- 5 2 8 5 8 3-
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 14.9 22.4

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 441 1245 - - 1187 - - 307
HCM Lane V/C Ratio 0.173 0.017 - - 0.013 - - 0.329
HCM Control Delay (s) 14.9 7.9 0 - 8.1 0 - 22.4
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.6 0.1 - - 0 - - 1.4
HCM 6th TWSC Existing plus Project PM Peak
5: Walnut Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 399 2 5 323 55 7 20 7 31 11 11
Future Vol, veh/h 12 399 2 5 323 55 7 20 7 31 11 11
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 6 66777000555
Mvmt Flow 13 448 2 6 363 62 8 22 8 35 12 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 427 0 0 450 0 0 893 914 449 898 884 396 Stage 1 - ----- 4 7 5 4 7 5- 4 0 8 4 0 8-
Stage 2 - ----- 4 1 8 4 3 9- 4 9 0 4 7 6-
Critical Hdwy 4.16 - - 4.17 - - 7.1 6.5 6.2 7.15 6.55 6.25 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Follow-up Hdwy 2.254 - - 2.263 - - 3.5 4 3.3 3.545 4.045 3.345 Pot Cap-1 Maneuver 1111 - - 1084 - - 264 275 614 257 281 647 Stage 1 - ----- 5 7 4 5 6 1- 6 1 4 5 9 2-
Stage 2 - ----- 6 1 6 5 8 2- 5 5 4 5 5 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1109 - - 1084 - - 246 268 614 233 274 646 Mov Cap-2 Maneuver - ----- 2 4 6 2 6 8- 2 3 3 2 7 4-
Stage 1 - ----- 5 6 5 5 5 2- 6 0 3 5 8 7-
Stage 2 - ----- 5 8 7 5 7 7- 5 1 6 5 4 3-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 18.9 21.4

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 297 1109 - - 1084 - - 279
HCM Lane V/C Ratio 0.129 0.012 - - 0.005 - - 0.213
HCM Control Delay (s) 18.9 8.3 0 - 8.3 0 - 21.4
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.8
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 6: MLK Jr Boulevard & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 397 26 68 351 42 25 83 132 20 65 11 Future Volume (veh/h) 17 397 26 68 351 42 25 83 132 20 65 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 18 422 28 72 373 45 27 88 140 21 69 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 666444222555
Cap, veh/h 523 1130 75 512 1085 130 571 165 263 437 386 67 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 938 3276 217 926 3145 377 1314 649 1032 1123 1514 263 Grp Volume(v), veh/h 18 221 229 72 206 212 27 0 228 21 0 81 Grp Sat Flow(s),veh/h/ln 938 1721 1772 926 1749 1773 1314 0 1680 1123 0 1777 Q Serve(g_s), s 0.4 2.5 2.5 1.6 2.2 2.3 0.4 0.0 3.0 0.4 0.0 0.9 Cycle Q Clear(g_c), s 2.6 2.5 2.5 4.1 2.2 2.3 1.3 0.0 3.0 3.4 0.0 0.9 Prop In Lane 1.00 0.12 1.00 0.21 1.00 0.61 1.00 0.15
Lane Grp Cap(c), veh/h 523 594 611 512 603 612 571 0 428 437 0 453 V/C Ratio(X) 0.03 0.37 0.37 0.14 0.34 0.35 0.05 0.00 0.53 0.05 0.00 0.18 Avail Cap(c_a), veh/h 1292 2004 2064 1285 2064 2093 2044 0 2313 1697 0 2447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.2 6.3 6.3 7.8 6.2 6.2 7.9 0.0 8.2 9.7 0.0 7.4 Incr Delay (d2), s/veh 0.0 0.4 0.4 0.1 0.3 0.3 0.0 0.0 1.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.3 0.3 0.2 0.4 0.4 0.1 0.0 0.6 0.1 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 6.7 6.7 7.9 6.5 6.5 8.0 0.0 9.2 9.7 0.0 7.6 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 468 490 255 102
Approach Delay, s/veh 6.7 6.7 9.1 8.0
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 11.4 14.1 11.4 14.1
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 35.1 29.7 35.1 * 30
Max Q Clear Time (g_c+I1), s

5.0 4.6 5.4 6.1
Green Ext Time (p_c), s 1.4 2.5 0.5 2.7
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 11 76 597 20 20 158 516 178 18 77 154 343 Future Volume (vph) 11 76 597 20 20 158 516 178 18 77 154 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.96 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1736 3453 1719 3295 1719 3051
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1736 3453 1719 3295 1719 3051
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 12 81 635 21 21 168 549 189 19 82 164 365 RTOR Reduction (vph) 002000 3 2000 1 7 80
Lane Group Flow (vph) 0 93 654 0 0 189 706 0 0 101 351 0 Confl. Peds. (#/hr) 2 2 4
Heavy Vehicles (%) 4% 4% 4% 4% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 6.7 21.9 12.4 27.6 7.5 15.9
Effective Green, g (s) 6.7 21.9 12.4 27.6 7.5 15.9
Actuated g/C Ratio 0.09 0.28 0.16 0.36 0.10 0.21
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 150 977 275 1174 166 626
v/s Ratio Prot 0.05 0.19 c0.11 c0.21 0.06 c0.12
v/s Ratio Perm
v/c Ratio 0.62 0.67 0.69 0.60 0.61 0.56
Uniform Delay, d1 34.1 24.5 30.7 20.4 33.5 27.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.4 1.8 7.0 0.9 6.2 1.2
Delay (s) 41.6 26.3 37.6 21.3 39.7 28.8
Level of Service D C D C D C
Approach Delay (s) 28.2 24.6 30.5
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 77.4 Sum of lost time (s) 18.2 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 7: Elm Avenue & Jensen Avenue 03/12/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 8 119 89 53
Future Volume (vph) 8 119 89 53
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.94
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3293
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3293
Peak-hour factor, PHF 0.94 0.94 0.94 0.94
Adj. Flow (vph) 9 127 95 56
RTOR Reduction (vph) 0 0 43 0
Lane Group Flow (vph) 0 136 108 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 9.0 17.4
Effective Green, g (s) 9.0 17.4
Actuated g/C Ratio 0.12 0.22
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 203 740
v/s Ratio Prot c0.08 0.03
v/s Ratio Perm
v/c Ratio 0.67 0.15
Uniform Delay, d1 32.8 24.0
Progression Factor 1.00 1.00
Incremental Delay, d2 8.1 0.1
Delay (s) 40.9 24.1
Level of Service D C
Approach Delay (s) 32.1
Approach LOS C
Intersection Summary
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 19 50 54
Average Queue (ft) 1 23 33
95th Queue (ft) 6 43 50
Link Distance (ft) 2535 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 134 99 72 91
Average Queue (ft) 46 43 40 38
95th Queue (ft) 80 73 60 65
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 26 27 31
Average Queue (ft) 1 2 14
95th Queue (ft) 8 14 37
Link Distance (ft) 2687 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 27 99 75 77
Average Queue (ft) 4 9 21 41
95th Queue (ft) 19 48 52 75
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 97 31 73
Average Queue (ft) 7 20 36
95th Queue (ft) 45 39 62
Link Distance (ft) 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 30 117 103 138 199 47 74 79 52 55
Average Queue (ft) 4 47 40 49 64 12 15 41 4 22
95th Queue (ft) 21 86 73 94 143 38 44 73 23 51
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 0 1 1
Queuing Penalty (veh) 0 1 0
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 86 205 201 338 259 145 116 75 134 134 74 70 Average Queue (ft) 30 111 120 196 70 80 41 38 58 62 33 35 95th Queue (ft) 68 183 184 306 138 134 89 72 105 110 59 70 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 1 4 0
Queuing Penalty (veh) 0 8 0
Network Summary
Network wide Queuing Penalty: 9
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 22 43 31
Average Queue (ft) 2 20 23
95th Queue (ft) 12 43 42
Link Distance (ft) 2535 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB NB SB
Directions Served LTR LTR LT R LTR
Maximum Queue (ft) 92 55 75 39 79
Average Queue (ft) 54 34 34 1 36
95th Queue (ft) 84 53 54 13 65
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 60
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 71 53
Average Queue (ft) 17 25
95th Queue (ft) 45 50
Link Distance (ft) 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 75 28 55 100
Average Queue (ft) 6 1 28 49
95th Queue (ft) 32 9 52 81
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 113 31 49 78
Average Queue (ft) 9 1 18 30
95th Queue (ft) 47 10 42 63
Link Distance (ft) 2583 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 46 155 118 96 207 189 59 139 29 98
Average Queue (ft) 9 69 59 35 83 28 15 57 8 23
95th Queue (ft) 32 126 116 75 178 87 46 99 30 65
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 0 1 3 1
Queuing Penalty (veh) 0 1 1 0
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/15/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 159 229 224 239 227 261 190 145 322 229 96 138 Average Queue (ft) 70 140 150 145 131 154 98 65 121 98 32 46 95th Queue (ft) 125 216 214 222 195 241 190 107 222 170 73 108 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 1 1 0 0
Network Summary
Network wide Queuing Penalty: 5

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | H
(559) 570-8991

Appendix H: Near Term plus Project Traffic Conditions

HCM 6th TWSC Near Term plus Project AM Peak
1: West Avenue & Church Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 6.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 124 7 4 44 28 6 17 26 130 24 3
Future Vol, veh/h 1 124 7 4 44 28 6 17 26 130 24 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81
Heavy Vehicles, % 4 44999000000
Mvmt Flow 1 153 9 5 54 35 7 21 32 160 30 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 89 0 0 162 0 0 259 259 158 268 246 72 Stage 1 - ----- 1 6 0 1 6 0- 8 2 8 2-
Stage 2 - ----- 9 9 9 9- 1 8 6 1 6 4-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1494 - - 1375 - - 698 649 893 689 660 996 Stage 1 - ----- 8 4 7 7 6 9- 9 3 1 8 3 1-
Stage 2 - ----- 9 1 2 8 1 7- 8 2 0 7 6 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1494 - - 1375 - - 669 646 893 646 657 996 Mov Cap-2 Maneuver - ----- 6 6 9 6 4 6- 6 4 6 6 5 7-
Stage 1 - ----- 8 4 6 7 6 8- 9 3 0 8 2 8-
Stage 2 - ----- 8 7 3 8 1 4- 7 6 8 7 6 5-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.4 10.1 12.8

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 761 1494 - - 1375 - - 652
HCM Lane V/C Ratio 0.079 0.001 - - 0.004 - - 0.297
HCM Control Delay (s) 10.1 7.4 0 - 7.6 0 - 12.8
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 1.2
HCM 6th AWSC Near Term plus Project AM Peak
2: Fruit Avenue & Church Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 118 28 1 125 21 81 39 1 26 33 45
Future Vol, veh/h 20 118 28 1 125 21 81 39 1 26 33 45
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 999999 1 1 1 1 1 1777
Mvmt Flow 21 126 30 1 133 22 86 41 1 28 35 48
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 9.4 9.2 10.3 8.9

HCM LOS AABA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 68% 0% 12% 1% 25%
Vol Thru, % 32% 0% 71% 85% 32%
Vol Right, % 0% 100% 17% 14% 43%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 120 1 166 147 104
LT Vol 81 0 20 1 26
Through Vol 39 0 118 125 33
RT Vol 0 1 28 21 45
Lane Flow Rate 128 1 177 156 111
Geometry Grp 77225
Degree of Util (X) 0.211 0.001 0.236 0.21 0.151
Departure Headway (Hd) 5.941 4.894 4.821 4.839 4.914
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 601 726 742 738 725
Service Time 3.706 2.659 2.874 2.893 2.981
HCM Lane V/C Ratio 0.213 0.001 0.239 0.211 0.153
HCM Control Delay 10.3 7.7 9.4 9.2 8.9
HCM Lane LOS BAAAA
HCM 95th-tile Q 0.8 0 0.9 0.8 0.5
HCM 6th TWSC Near Term plus Project AM Peak
3: West Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 217 50 7 172 36 7 9 2 15 22 4
Future Vol, veh/h 3 217 50 7 172 36 7 9 2 15 22 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 14 14 14 18 18 18 000000
Mvmt Flow 3 252 58 8 200 42 8 10 2 17 26 5

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 242 0 0 310 0 0 540 545 281 530 553 221 Stage 1 - ----- 2 8 7 2 8 7- 2 3 7 2 3 7-
Stage 2 - ----- 2 5 3 2 5 8- 2 9 3 3 1 6-
Critical Hdwy 4.24 - - 4.28 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.326 - - 2.362 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1257 - - 1165 - - 456 449 763 463 444 824 Stage 1 - ----- 7 2 5 6 7 8- 7 7 1 7 1 3-
Stage 2 - ----- 7 5 6 6 9 8- 7 1 9 6 5 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1257 - - 1165 - - 430 444 763 450 439 824 Mov Cap-2 Maneuver - ----- 4 3 0 4 4 4- 4 5 0 4 3 9-
Stage 1 - ----- 7 2 3 6 7 6- 7 6 9 7 0 7-
Stage 2 - ----- 7 1 9 6 9 2- 7 0 4 6 5 7-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 13.2 13.6

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 460 1257 - - 1165 - - 464
HCM Lane V/C Ratio 0.046 0.003 - - 0.007 - - 0.103
HCM Control Delay (s) 13.2 7.9 0 - 8.1 0 - 13.6
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3
HCM 6th TWSC Near Term plus Project AM Peak
4: Fruit Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 212 6 12 213 98 5 20 7 45 33 4
Future Vol, veh/h 13 212 6 12 213 98 5 20 7 45 33 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 15 15 15 15 15 15 5 5 5 10 10 10
Mvmt Flow 15 238 7 13 239 110 6 22 8 51 37 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 349 0 0 245 0 0 613 647 242 607 595 294 Stage 1 - ----- 2 7 2 2 7 2- 3 2 0 3 2 0-
Stage 2 - ----- 3 4 1 3 7 5- 2 8 7 2 7 5-
Critical Hdwy 4.25 - - 4.25 - - 7.15 6.55 6.25 7.2 6.6 6.3 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.2 5.6 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.2 5.6 -
Follow-up Hdwy 2.335 - - 2.335 - - 3.545 4.045 3.345 3.59 4.09 3.39 Pot Cap-1 Maneuver 1141 - - 1249 - - 400 386 790 397 407 727 Stage 1 - ----- 7 2 7 6 7 9- 6 7 5 6 3 8-
Stage 2 - ----- 6 6 8 6 1 2- 7 0 3 6 6 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1141 - - 1249 - - 361 375 790 367 396 727 Mov Cap-2 Maneuver - ----- 3 6 1 3 7 5- 3 6 7 3 9 6-
Stage 1 - ----- 7 1 6 6 6 9- 6 6 5 6 3 0-
Stage 2 - ----- 6 1 7 6 0 4- 6 6 3 6 5 8-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 14.3 17.1

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 421 1141 - - 1249 - - 388
HCM Lane V/C Ratio 0.085 0.013 - - 0.011 - - 0.237
HCM Control Delay (s) 14.3 8.2 0 - 7.9 0 - 17.1
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.9
HCM 6th TWSC Near Term plus Project AM Peak
5: Walnut Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 303 8 7 297 37 3 16 13 47 19 6
Future Vol, veh/h 8 303 8 7 297 37 3 16 13 47 19 6
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 14 14 14 17 17 17 000444
Mvmt Flow 9 344 9 8 338 42 3 18 15 53 22 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 382 0 0 353 0 0 757 765 349 760 748 361 Stage 1 - ----- 3 6 7 3 6 7- 3 7 7 3 7 7-
Stage 2 - ----- 3 9 0 3 9 8- 3 8 3 3 7 1-
Critical Hdwy 4.24 - - 4.27 - - 7.1 6.5 6.2 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Follow-up Hdwy 2.326 - - 2.353 - - 3.5 4 3.3 3.536 4.036 3.336 Pot Cap-1 Maneuver 1114 - - 1127 - - 327 336 699 320 339 679 Stage 1 - ----- 6 5 7 6 2 6- 6 4 0 6 1 2-
Stage 2 - ----- 6 3 8 6 0 6- 6 3 6 6 1 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1112 - - 1127 - - 303 329 699 295 332 678 Mov Cap-2 Maneuver - ----- 3 0 3 3 2 9- 2 9 5 3 3 2-
Stage 1 - ----- 6 5 0 6 2 0- 6 3 2 6 0 5-
Stage 2 - ----- 6 0 4 5 9 9- 5 9 8 6 1 0-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 14.5 20.1

HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 415 1112 - - 1127 - - 319
HCM Lane V/C Ratio 0.088 0.008 - - 0.007 - - 0.256
HCM Control Delay (s) 14.5 8.3 0 - 8.2 0 - 20.1
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 1
HCM 6th Signalized Intersection Summary Near Term plus Project AM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 317 34 102 309 72 33 59 57 43 54 18 Future Volume (veh/h) 8 317 34 102 309 72 33 59 57 43 54 18 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1737 1737 1737 1737 1737 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 9 348 37 112 340 79 36 65 63 47 59 20 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 11 11 11 444444
Cap, veh/h 564 1183 125 582 1047 240 493 165 160 449 252 86 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 897 3011 318 925 2664 611 1296 857 831 1240 1314 445 Grp Volume(v), veh/h 9 190 195 112 209 210 36 0 128 47 0 79 Grp Sat Flow(s),veh/h/ln 897 1650 1678 925 1650 1624 1296 0 1688 1240 0 1759 Q Serve(g_s), s 0.2 1.9 2.0 2.3 2.2 2.2 0.6 0.0 1.6 0.8 0.0 0.9 Cycle Q Clear(g_c), s 2.4 1.9 2.0 4.3 2.2 2.2 1.5 0.0 1.6 2.5 0.0 0.9 Prop In Lane 1.00 0.19 1.00 0.38 1.00 0.49 1.00 0.25
Lane Grp Cap(c), veh/h 564 648 659 582 648 638 493 0 324 449 0 338 V/C Ratio(X) 0.02 0.29 0.30 0.19 0.32 0.33 0.07 0.00 0.39 0.10 0.00 0.23 Avail Cap(c_a), veh/h 1332 2061 2096 1390 2088 2055 2041 0 2342 1930 0 2440 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.0 5.1 5.1 6.6 5.2 5.2 9.0 0.0 8.7 9.8 0.0 8.4 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.2 0.3 0.3 0.1 0.0 0.8 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.2 0.2 0.2 0.3 0.1 0.0 0.4 0.1 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.0 5.4 5.4 6.8 5.5 5.5 9.1 0.0 9.5 9.9 0.0 8.7 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 394 531 164 126
Approach Delay, s/veh 5.4 5.8 9.4 9.2
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.6 15.0 9.6 15.0
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 34.1 30.7 34.1 * 31
Max Q Clear Time (g_c+I1), s 3.6 4.4 4.5 6.3
Green Ext Time (p_c), s 0.8 2.1 0.5 3.0
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Near Term plus Project AM Peak 7: Elm Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 5 41 491 36 10 314 427 78 14 43 65 132 Future Volume (vph) 5 41 491 36 10 314 427 78 14 43 65 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1687 3336 1703 3320 1543 2775
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1687 3336 1703 3320 1543 2775
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 6 46 546 40 11 349 474 87 16 48 72 147
RTOR Reduction (vph) 005000 1 2000 1 2 40
Lane Group Flow (vph) 0 52 581 0 0 360 549 0 0 64 95 0
Confl. Peds. (#/hr) 4 1
Heavy Vehicles (%) 7% 7% 7% 7% 6% 6% 6% 6% 17% 17% 17% 17% Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 4.9 22.1 22.6 39.8 6.1 13.3
Effective Green, g (s) 4.9 22.1 22.6 39.8 6.1 13.3
Actuated g/C Ratio 0.06 0.26 0.27 0.47 0.07 0.16
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 98 874 456 1567 111 437
v/s Ratio Prot 0.03 c0.17 c0.21 0.17 0.04 0.03
v/s Ratio Perm
v/c Ratio 0.53 0.66 0.79 0.35 0.58 0.22
Uniform Delay, d1 38.6 27.8 28.6 14.1 37.8 31.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.4 1.9 8.8 0.1 7.1 0.3
Delay (s) 44.0 29.7 37.5 14.2 44.9 31.2
Level of Service D C D B D C
Approach Delay (s) 30.9 23.3 34.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 29.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 84.3 Sum of lost time (s) 18.2 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Near Term plus Project AM Peak 7: Elm Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 109 151 28
Future Volume (vph) 1 109 151 28
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.98
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3416
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3416
Peak-hour factor, PHF 0.90 0.90 0.90 0.90
Adj. Flow (vph) 1 121 168 31
RTOR Reduction (vph) 0 0 15 0
Lane Group Flow (vph) 0 122 184 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 8.1 15.3
Effective Green, g (s) 8.1 15.3
Actuated g/C Ratio 0.10 0.18
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 168 619
v/s Ratio Prot c0.07 c0.05
v/s Ratio Perm
v/c Ratio 0.73 0.30
Uniform Delay, d1 37.0 29.9
Progression Factor 1.00 1.00
Incremental Delay, d2 14.4 0.3
Delay (s) 51.5 30.1
Level of Service D C
Approach Delay (s) 38.2
Approach LOS D
Intersection Summary
HCM 6th TWSC Near Term plus Project PM Peak
1: West Avenue & Church Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 93 7 20 131 125 5 27 11 39 21 5
Future Vol, veh/h 1 93 7 20 131 125 5 27 11 39 21 5
Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22888555000
Mvmt Flow 1 109 8 24 154 147 6 32 13 46 25 6

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 301 0 0 117 0 0 406 464 114 415 395 228 Stage 1 - ----- 1 1 5 1 1 5- 2 7 6 2 7 6-
Stage 2 - ----- 2 9 1 3 4 9- 1 3 9 1 1 9-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1260 - - 1435 - - 550 491 931 551 545 816 Stage 1 - ----- 8 8 3 7 9 5- 7 3 5 6 8 5-
Stage 2 - ----- 7 1 0 6 2 8- 8 6 9 8 0 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1260 - - 1435 - - 518 481 930 507 534 816 Mov Cap-2 Maneuver - ----- 5 1 8 4 8 1- 5 0 7 5 3 4-
Stage 1 - ----- 8 8 2 7 9 4- 7 3 4 6 7 1-
Stage 2 - ----- 6 6 5 6 1 5- 8 2 1 8 0 0-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.5 12.2 12.9

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 554 1260 - - 1435 - - 531
HCM Lane V/C Ratio 0.091 0.001 - - 0.016 - - 0.144
HCM Control Delay (s) 12.2 7.9 0 - 7.6 0 - 12.9
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.5
HCM 6th AWSC Near Term plus Project PM Peak
2: Fruit Avenue & Church Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 172 55 6 115 45 18 65 4 30 42 16
Future Vol, veh/h 59 172 55 6 115 45 18 65 4 30 42 16
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 777444444333
Mvmt Flow 72 210 67 7 140 55 22 79 5 37 51 20
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 12 9.8 10.1 9.7

HCM LOS BABA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 0% 21% 4% 34%
Vol Thru, % 78% 0% 60% 69% 48%
Vol Right, % 0% 100% 19% 27% 18%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 4 286 166 88
LT Vol 18 0 59 6 30
Through Vol 65 0 172 115 42
RT Vol 0 4 55 45 16
Lane Flow Rate 101 5 349 202 107
Geometry Grp 77225
Degree of Util (X) 0.175 0.007 0.464 0.272 0.167
Departure Headway (Hd) 6.222 5.402 4.792 4.84 5.602
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 580 666 743 733 644
Service Time 3.926 3.105 2.876 2.939 3.606
HCM Lane V/C Ratio 0.174 0.008 0.47 0.276 0.166
HCM Control Delay 10.2 8.1 12 9.8 9.7
HCM Lane LOS BABAA
HCM 95th-tile Q 0.6 0 2.5 1.1 0.6
HCM 6th TWSC Near Term plus Project PM Peak
3: West Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 301 8 2 257 15 52 25 8 32 13 8
Future Vol, veh/h 4 301 8 2 257 15 52 25 8 32 13 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 7 77777666444
Mvmt Flow 4 324 9 2 276 16 56 27 9 34 14 9

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 292 0 0 333 0 0 637 633 329 643 629 284 Stage 1 - ----- 3 3 7 3 3 7- 2 8 8 2 8 8-
Stage 2 - ----- 3 0 0 2 9 6- 3 5 5 3 4 1-
Critical Hdwy 4.17 - - 4.17 - - 7.16 6.56 6.26 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6.16 5.56 - 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6.16 5.56 - 6.14 5.54 -
Follow-up Hdwy 2.263 - - 2.263 - - 3.554 4.054 3.354 3.536 4.036 3.336 Pot Cap-1 Maneuver 1242 - - 1199 - - 384 392 703 384 397 750 Stage 1 - ----- 6 6 9 6 3 4- 7 1 5 6 7 0-
Stage 2 - ----- 7 0 0 6 6 1- 6 5 8 6 3 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1242 - - 1199 - - 367 390 703 358 395 750 Mov Cap-2 Maneuver - ----- 3 6 7 3 9 0- 3 5 8 3 9 5-
Stage 1 - ----- 6 6 6 6 3 1- 7 1 2 6 6 9-
Stage 2 - ----- 6 7 6 6 6 0- 6 2 0 6 3 2-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 17 15.5

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 391 1242 - - 1199 - - 399
HCM Lane V/C Ratio 0.234 0.003 - - 0.002 - - 0.143
HCM Control Delay (s) 17 7.9 0 - 8 0 - 15.5
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.9 0 - - 0 - - 0.5
HCM 6th TWSC Near Term plus Project PM Peak
4: Fruit Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 317 10 16 259 39 11 30 32 73 13 7 Future Vol, veh/h 20 317 10 16 259 39 11 30 32 73 13 7
Conflicting Peds, #/hr 1 00001003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 10 10 10 2 2 2 15 15 15
Mvmt Flow 22 345 11 17 282 42 12 33 35 79 14 8

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 325 0 0 356 0 0 743 754 354 770 738 304 Stage 1 - ----- 3 9 5 3 9 5- 3 3 8 3 3 8-
Stage 2 - ----- 3 4 8 3 5 9- 4 3 2 4 0 0-
Critical Hdwy 4.15 - - 4.2 - - 7.12 6.52 6.22 7.25 6.65 6.35 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.25 5.65 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.25 5.65 -
Follow-up Hdwy 2.245 - - 2.29 - - 3.518 4.018 3.318 3.635 4.135 3.435 Pot Cap-1 Maneuver 1218 - - 1160 - - 331 338 690 302 330 706 Stage 1 - ----- 6 3 0 6 0 5- 6 5 0 6 1 8-
Stage 2 - ----- 6 6 8 6 2 7- 5 7 7 5 8 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1217 - - 1160 - - 307 324 688 255 316 705 Mov Cap-2 Maneuver - ----- 3 0 7 3 2 4- 2 5 5 3 1 6-
Stage 1 - ----- 6 1 6 5 9 1- 6 3 4 6 0 6-
Stage 2 - ----- 6 3 4 6 1 5- 5 0 4 5 6 7-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 15.7 25.4

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 417 1217 - - 1160 - - 276
HCM Lane V/C Ratio 0.19 0.018 - - 0.015 - - 0.366
HCM Control Delay (s) 15.7 8 0 - 8.2 0 - 25.4
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 0.7 0.1 - - 0 - - 1.6
HCM 6th TWSC Near Term plus Project PM Peak
5: Walnut Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 431 2 12 353 61 10 23 14 37 13 12 Future Vol, veh/h 12 431 2 12 353 61 10 23 14 37 13 12
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 6 66777000555
Mvmt Flow 13 484 2 13 397 69 11 26 16 42 15 13

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 468 0 0 486 0 0 983 1005 485 992 972 434 Stage 1 - ----- 5 1 1 5 1 1- 4 6 0 4 6 0-
Stage 2 - ----- 4 7 2 4 9 4- 5 3 2 5 1 2-
Critical Hdwy 4.16 - - 4.17 - - 7.1 6.5 6.2 7.15 6.55 6.25 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Follow-up Hdwy 2.254 - - 2.263 - - 3.5 4 3.3 3.545 4.045 3.345 Pot Cap-1 Maneuver 1073 - - 1051 - - 230 243 586 222 250 616 Stage 1 - ----- 5 4 9 5 4 0- 5 7 6 5 6 1-
Stage 2 - ----- 5 7 6 5 5 0- 5 2 6 5 3 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1071 - - 1051 - - 209 234 586 192 241 615 Mov Cap-2 Maneuver - ----- 2 0 9 2 3 4- 1 9 2 2 4 1-
Stage 1 - ----- 5 4 0 5 3 1- 5 6 5 5 5 0-
Stage 2 - ----- 5 3 9 5 4 0- 4 7 9 5 2 3-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 21.1 26.9

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 276 1071 - - 1051 - - 233
HCM Lane V/C Ratio 0.191 0.013 - - 0.013 - - 0.299
HCM Control Delay (s) 21.1 8.4 0 - 8.5 0 - 26.9
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 0.7 0 - - 0 - - 1.2
HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 413 28 69 383 91 30 108 132 62 76 26 Future Volume (veh/h) 26 413 28 69 383 91 30 108 132 62 76 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 28 439 30 73 407 97 32 115 140 66 81 28 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 666444222555
Cap, veh/h 460 1149 78 480 986 233 565 224 272 435 378 131 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 866 3269 223 909 2807 663 1281 766 933 1096 1296 448 Grp Volume(v), veh/h 28 230 239 73 252 252 32 0 255 66 0 109 Grp Sat Flow(s),veh/h/ln 866 1721 1771 909 1749 1721 1281 0 1699 1096 0 1744 Q Serve(g_s), s 0.7 2.9 2.9 1.9 3.1 3.2 0.6 0.0 3.6 1.5 0.0 1.3 Cycle Q Clear(g_c), s 3.9 2.9 2.9 4.8 3.1 3.2 1.9 0.0 3.6 5.1 0.0 1.3 Prop In Lane 1.00 0.13 1.00 0.39 1.00 0.55 1.00 0.26
Lane Grp Cap(c), veh/h 460 605 622 480 614 605 565 0 496 435 0 509 V/C Ratio(X) 0.06 0.38 0.38 0.15 0.41 0.42 0.06 0.00 0.51 0.15 0.00 0.21 Avail Cap(c_a), veh/h 1056 1788 1840 1118 1841 1813 1765 0 2086 1461 0 2141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.5 6.9 6.9 8.7 7.0 7.0 8.4 0.0 8.4 10.6 0.0 7.6 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.1 0.4 0.5 0.0 0.0 0.8 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.5 0.5 0.2 0.6 0.6 0.1 0.0 0.8 0.3 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.6 7.3 7.3 8.9 7.5 7.5 8.4 0.0 9.3 10.7 0.0 7.9 LnGrp LOS AAAAAAAAABAA
Approach Vol, veh/h 497 577 287 175
Approach Delay, s/veh 7.4 7.7 9.2 8.9
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 13.2 15.3 13.2 15.3
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 35.1 29.7 35.1 * 30
Max Q Clear Time (g_c+I1), s 5.6 5.9 7.1 6.8
Green Ext Time (p_c), s 1.6 2.7 0.8 3.3
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Near Term plus Project PM Peak 7: Elm Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 11 76 653 27 20 163 592 202 18 89 215 346 Future Volume (vph) 11 76 653 27 20 163 592 202 18 89 215 346 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.96 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1736 3448 1719 3296 1719 3092
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1736 3448 1719 3296 1719 3092
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 12 81 695 29 21 173 630 215 19 95 229 368 RTOR Reduction (vph) 003000 3 1000 1 5 70
Lane Group Flow (vph) 0 93 721 0 0 194 814 0 0 114 440 0 Confl. Peds. (#/hr) 2 2 4
Heavy Vehicles (%) 4% 4% 4% 4% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 6.7 24.9 11.1 29.3 8.3 18.2
Effective Green, g (s) 6.7 24.9 11.1 29.3 8.3 18.2
Actuated g/C Ratio 0.08 0.31 0.14 0.36 0.10 0.22
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 142 1053 234 1184 175 690
v/s Ratio Prot 0.05 0.21 c0.11 c0.25 0.07 c0.14
v/s Ratio Perm
v/c Ratio 0.65 0.68 0.83 0.69 0.65 0.64
Uniform Delay, d1 36.3 24.9 34.3 22.2 35.2 28.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.4 1.9 20.9 1.7 8.4 1.9
Delay (s) 46.7 26.7 55.2 23.9 43.6 30.6
Level of Service D C E C D C
Approach Delay (s) 29.0 29.7 32.7
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 81.5 Sum of lost time (s) 18.2 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Near Term plus Project PM Peak 7: Elm Avenue & Jensen Avenue 05/24/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 8 137 106 53
Future Volume (vph) 8 137 106 53
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.95
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3316
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3316
Peak-hour factor, PHF 0.94 0.94 0.94 0.94
Adj. Flow (vph) 9 146 113 56
RTOR Reduction (vph) 0 0 43 0
Lane Group Flow (vph) 0 155 126 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 9.1 19.0
Effective Green, g (s) 9.1 19.0
Actuated g/C Ratio 0.11 0.23
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 195 773
v/s Ratio Prot c0.09 0.04
v/s Ratio Perm
v/c Ratio 0.79 0.16
Uniform Delay, d1 35.3 24.9
Progression Factor 1.00 1.00
Incremental Delay, d2 19.6 0.1
Delay (s) 54.9 25.0
Level of Service D C
Approach Delay (s) 39.3
Approach LOS D
Intersection Summary
Queuing and Blocking Report Near Term plus Project AM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 31 54
Average Queue (ft) 21 34
95th Queue (ft) 41 49
Link Distance (ft) 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 91 92 77 71
Average Queue (ft) 46 43 43 38
95th Queue (ft) 71 72 71 61
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 25 30 31
Average Queue (ft) 2 15 22
95th Queue (ft) 12 36 41
Link Distance (ft) 2560 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project AM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 63 51 53 98
Average Queue (ft) 6 2 20 35
95th Queue (ft) 31 19 46 74
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 46 46 53 57
Average Queue (ft) 4 2 16 25
95th Queue (ft) 24 18 44 57
Link Distance (ft) 2583 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 52 139 113 135 199 115 47 98 64 53
Average Queue (ft) 8 46 51 51 73 29 12 41 24 24
95th Queue (ft) 35 93 105 105 147 78 36 76 55 52
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Queuing and Blocking Report Near Term plus Project AM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 96 242 301 355 701 580 150 110 250 123 96 92 Average Queue (ft) 47 127 140 252 267 224 54 36 69 66 46 47 95th Queue (ft) 88 203 236 427 649 545 110 79 146 115 84 88 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 1 36
Queuing Penalty (veh) 0 76
Network Summary
Network wide Queuing Penalty: 77
Queuing and Blocking Report Near Term plus Project PM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 22 78 54
Average Queue (ft) 1 26 31
95th Queue (ft) 7 57 51
Link Distance (ft) 2535 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 80 92 53 31
Average Queue (ft) 56 42 31 28
95th Queue (ft) 79 68 46 37
Link Distance (ft) 2535 2560 2612 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 25 76 55
Average Queue (ft) 2 31 23
95th Queue (ft) 12 61 44
Link Distance (ft) 2687 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project PM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 78 89 71 113
Average Queue (ft) 9 11 27 50
95th Queue (ft) 43 46 53 85
Link Distance (ft) 2560 2583 2586 2612
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 26 31 53 141
Average Queue (ft) 2 1 22 41
95th Queue (ft) 12 10 46 89
Link Distance (ft) 2583 2158 2620 2575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 97 102 144 110 236 121 73 119 77 89
Average Queue (ft) 27 64 71 52 109 37 22 72 32 35
95th Queue (ft) 67 107 117 96 197 85 51 112 70 72
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 0 0 6 0
Queuing Penalty (veh) 0 1 2 0
Queuing and Blocking Report Near Term plus Project PM Peak Baseline 05/24/2021
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 133 219 286 271 237 268 116 210 231 222 74 99 Average Queue (ft) 72 150 164 134 156 181 68 76 136 117 35 46 95th Queue (ft) 130 214 236 219 237 265 113 138 223 193 69 84 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 1 1 0 0
Queuing Penalty (veh) 1 2 1 0
Network Summary
Network wide Queuing Penalty: 6

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | I
(559) 570-8991

Appendix I: Cumulative Year 2035 No Project Traffic Conditions

HCM 6th TWSC Cumulative Year 2035 No Project AM Peak
1: West Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 9.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 46 158 44 8 100 70 12 77 3 75 130 28 Future Vol, veh/h 46 158 44 8 100 70 12 77 3 75 130 28
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 44999000000
Mvmt Flow 50 172 48 9 109 76 13 84 3 82 141 30

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 185 0 0 220 0 0 547 499 196 505 485 147 Stage 1 - ----- 2 9 6 2 9 6- 1 6 5 1 6 5-
Stage 2 - ----- 2 5 1 2 0 3- 3 4 0 3 2 0-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1378 - - 1309 - - 451 476 850 481 485 905 Stage 1 - ----- 7 1 7 6 7 2- 8 4 2 7 6 6-
Stage 2 - ----- 7 5 8 7 3 7- 6 7 9 6 5 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1378 - - 1309 - - 321 452 850 396 461 905 Mov Cap-2 Maneuver - ----- 3 2 1 4 5 2- 3 9 6 4 6 1-
Stage 1 - ----- 6 8 7 6 4 4- 8 0 7 7 6 0-
Stage 2 - ----- 5 9 2 7 3 1- 5 6 4 6 2 8-

Approach EB WB NB SB
HCM Control Delay, s 1.4 0.3 15.7 21.7

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 435 1378 - - 1309 - - 464
HCM Lane V/C Ratio 0.23 0.036 - - 0.007 - - 0.546
HCM Control Delay (s) 15.7 7.7 0 - 7.8 0 - 21.7
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.9 0.1 - - 0 - - 3.2
HCM 6th AWSC Cumulative Year 2035 No Project AM Peak
2: Fruit Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 10.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 215 27 1 102 33 58 52 1 62 35 10
Future Vol, veh/h 53 215 27 1 102 33 58 52 1 62 35 10
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 999999 1 1 1 1 1 1777
Mvmt Flow 56 229 29 1 109 35 62 55 1 66 37 11
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 11.6 9.3 10.6 9.8

HCM LOS BABA

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 53% 0% 18% 1% 58%
Vol Thru, % 47% 0% 73% 75% 33%
Vol Right, % 0% 100% 9% 24% 9%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 110 1 295 136 107
LT Vol 58 0 53 1 62
Through Vol 52 0 215 102 35
RT Vol 0 1 27 33 10
Lane Flow Rate 117 1 314 145 114
Geometry Grp 77225
Degree of Util (X) 0.205 0.002 0.425 0.2 0.177
Departure Headway (Hd) 6.305 5.329 4.879 4.971 5.598
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 572 675 731 712 644
Service Time 4.008 3.032 2.962 3.071 3.601
HCM Lane V/C Ratio 0.205 0.001 0.43 0.204 0.177
HCM Control Delay 10.6 8 11.6 9.3 9.8
HCM Lane LOS BABAA
HCM 95th-tile Q 0.8 0 2.1 0.7 0.6
HCM 6th TWSC Cumulative Year 2035 No Project AM Peak
3: West Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 246 50 9 190 11 7 36 5 37 100 37
Future Vol, veh/h 18 246 50 9 190 11 7 36 5 37 100 37
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 14 14 14 18 18 18 000000
Mvmt Flow 20 267 54 10 207 12 8 39 5 40 109 40

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 219 0 0 321 0 0 642 573 294 589 594 213 Stage 1 - ----- 3 3 4 3 3 4- 2 3 3 2 3 3-
Stage 2 - ----- 3 0 8 2 3 9- 3 5 6 3 6 1-
Critical Hdwy 4.24 - - 4.28 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.326 - - 2.362 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1282 - - 1154 - - 390 432 750 423 421 832 Stage 1 - ----- 6 8 4 6 4 7- 7 7 5 7 1 6-
Stage 2 - ----- 7 0 6 7 1 1- 6 6 6 6 2 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1282 - - 1154 - - 289 419 750 382 409 832 Mov Cap-2 Maneuver - ----- 2 8 9 4 1 9- 3 8 2 4 0 9-
Stage 1 - ----- 6 7 1 6 3 5- 7 6 0 7 0 9-
Stage 2 - ----- 5 6 3 7 0 4- 6 0 9 6 1 7-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 15 18.6

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 411 1282 - - 1154 - - 451
HCM Lane V/C Ratio 0.127 0.015 - - 0.008 - - 0.419
HCM Control Delay (s) 15 7.9 0 - 8.1 0 - 18.6
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 2
HCM 6th TWSC Cumulative Year 2035 No Project AM Peak
4: Fruit Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 242 23 36 206 61 5 86 39 42 32 4
Future Vol, veh/h 13 242 23 36 206 61 5 86 39 42 32 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 15 15 15 15 15 15 5 5 5 10 10 10
Mvmt Flow 14 263 25 39 224 66 5 93 42 46 35 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 290 0 0 288 0 0 659 672 276 706 651 257 Stage 1 - ----- 3 0 4 3 0 4- 3 3 5 3 3 5-
Stage 2 - ----- 3 5 5 3 6 8- 3 7 1 3 1 6-
Critical Hdwy 4.25 - - 4.25 - - 7.15 6.55 6.25 7.2 6.6 6.3 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.2 5.6 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.2 5.6 -
Follow-up Hdwy 2.335 - - 2.335 - - 3.545 4.045 3.345 3.59 4.09 3.39 Pot Cap-1 Maneuver 1201 - - 1203 - - 373 373 756 340 378 763 Stage 1 - ----- 6 9 9 6 5 8- 6 6 2 6 2 8-
Stage 2 - ----- 6 5 6 6 1 6- 6 3 3 6 4 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1201 - - 1203 - - 330 354 756 246 358 763 Mov Cap-2 Maneuver - ----- 3 3 0 3 5 4- 2 4 6 3 5 8-
Stage 1 - ----- 6 8 9 6 4 9- 6 5 3 6 0 4-
Stage 2 - ----- 5 9 1 5 9 2- 5 0 4 6 3 2-

Approach EB WB NB SB
HCM Control Delay, s 0.4 1 17.9 22.1

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 420 1201 - - 1203 - - 294
HCM Lane V/C Ratio 0.336 0.012 - - 0.033 - - 0.288
HCM Control Delay (s) 17.9 8 0 - 8.1 0 - 22.1
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 1.5 0 - - 0.1 - - 1.2
HCM 6th TWSC Cumulative Year 2035 No Project AM Peak
5: Walnut Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 4.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 337 8 10 257 46 7 38 73 59 22 8
Future Vol, veh/h 8 337 8 10 257 46 7 38 73 59 22 8
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 14 14 14 17 17 17 000444
Mvmt Flow 9 366 9 11 279 50 8 41 79 64 24 9

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 331 0 0 375 0 0 732 742 371 777 721 306 Stage 1 - ----- 3 8 9 3 8 9- 3 2 8 3 2 8-
Stage 2 - ----- 3 4 3 3 5 3- 4 4 9 3 9 3-
Critical Hdwy 4.24 - - 4.27 - - 7.1 6.5 6.2 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Follow-up Hdwy 2.326 - - 2.353 - - 3.5 4 3.3 3.536 4.036 3.336 Pot Cap-1 Maneuver 1164 - - 1106 - - 339 346 679 312 351 729 Stage 1 - ----- 6 3 9 6 1 2- 6 8 1 6 4 3-
Stage 2 - ----- 6 7 6 6 3 4- 5 8 5 6 0 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1162 - - 1106 - - 312 338 679 245 343 728 Mov Cap-2 Maneuver - ----- 3 1 2 3 3 8- 2 4 5 3 4 3-
Stage 1 - ----- 6 3 3 6 0 6- 6 7 3 6 3 4-
Stage 2 - ----- 6 3 5 6 2 5- 4 7 7 5 9 6-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.3 15 24.3

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 487 1162 - - 1106 - - 282
HCM Lane V/C Ratio 0.263 0.007 - - 0.01 - - 0.343
HCM Control Delay (s) 15 8.1 0 - 8.3 0 - 24.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 1 0 - - 0 - - 1.5
HCM 6th Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 364 62 104 278 201 35 83 57 130 72 45 Future Volume (veh/h) 27 364 62 104 278 201 35 83 57 130 72 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1737 1737 1737 1737 1737 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 30 400 68 114 305 221 38 91 63 143 79 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 11 11 11 444444
Cap, veh/h 448 1129 190 480 738 521 504 288 199 482 302 187 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 813 2823 476 858 1845 1302 1240 1012 701 1212 1062 659 Grp Volume(v), veh/h 30 232 236 114 272 254 38 0 154 143 0 128 Grp Sat Flow(s),veh/h/ln 813 1650 1649 858 1650 1497 1240 0 1713 1212 0 1721 Q Serve(g_s), s 0.9 3.2 3.2 3.5 3.8 4.0 0.8 0.0 2.3 3.4 0.0 1.9 Cycle Q Clear(g_c), s 4.9 3.2 3.2 6.7 3.8 4.0 2.6 0.0 2.3 5.7 0.0 1.9 Prop In Lane 1.00 0.29 1.00 0.87 1.00 0.41 1.00 0.38
Lane Grp Cap(c), veh/h 448 660 659 480 660 599 504 0 487 482 0 489 V/C Ratio(X) 0.07 0.35 0.36 0.24 0.41 0.42 0.08 0.00 0.32 0.30 0.00 0.26 Avail Cap(c_a), veh/h 897 1569 1569 964 1590 1442 1462 0 1809 1417 0 1818 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.8 6.8 6.8 9.1 7.0 7.0 10.0 0.0 9.1 11.3 0.0 8.9 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.3 0.4 0.5 0.1 0.0 0.4 0.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.5 0.6 0.4 0.7 0.7 0.2 0.0 0.6 0.6 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.8 7.1 7.1 9.4 7.4 7.5 10.0 0.0 9.5 11.7 0.0 9.2 LnGrp LOS AAAAAABAABAA
Approach Vol, veh/h 498 640 192 271
Approach Delay, s/veh 7.2 7.8 9.6 10.5
Approach LOS AAAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 14.1 18.2 14.1 18.2
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 34.1 30.7 34.1 * 31
Max Q Clear Time (g_c+I1), s 4.6 6.9 7.7 8.7
Green Ext Time (p_c), s 1.0 2.7 1.2 3.9
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 5 42 580 39 10 321 521 78 14 50 65 140 Future Volume (vph) 5 42 580 39 10 321 521 78 14 50 65 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1687 3339 1703 3333 1543 2770
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1687 3339 1703 3333 1543 2770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 46 630 42 11 349 566 85 15 54 71 152
RTOR Reduction (vph) 0040009000 1 3 20
Lane Group Flow (vph) 0 51 668 0 0 360 642 0 0 69 91 0
Confl. Peds. (#/hr) 4 1
Heavy Vehicles (%) 7% 7% 7% 7% 6% 6% 6% 6% 17% 17% 17% 17% Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 4.9 24.4 22.5 42.0 6.3 11.2
Effective Green, g (s) 4.9 24.4 22.5 42.0 6.3 11.2
Actuated g/C Ratio 0.06 0.29 0.27 0.50 0.07 0.13
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 97 965 453 1658 115 367
v/s Ratio Prot 0.03 c0.20 c0.21 0.19 0.04 0.03
v/s Ratio Perm
v/c Ratio 0.53 0.69 0.79 0.39 0.60 0.25
Uniform Delay, d1 38.6 26.7 28.8 13.2 37.8 32.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 2.2 9.3 0.2 8.2 0.4
Delay (s) 43.7 28.8 38.1 13.3 46.0 33.2
Level of Service D C D B D C
Approach Delay (s) 29.9 22.2 36.2
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 84.4 Sum of lost time (s) 18.2 Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project AM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 109 151 35
Future Volume (vph) 1 109 151 35
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.97
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3397
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3397
Peak-hour factor, PHF 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 118 164 38
RTOR Reduction (vph) 0 0 21 0
Lane Group Flow (vph) 0 119 181 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 8.1 13.0
Effective Green, g (s) 8.1 13.0
Actuated g/C Ratio 0.10 0.15
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 168 523
v/s Ratio Prot c0.07 c0.05
v/s Ratio Perm
v/c Ratio 0.71 0.35
Uniform Delay, d1 37.0 31.9
Progression Factor 1.00 1.00
Incremental Delay, d2 12.8 0.4
Delay (s) 49.8 32.3
Level of Service D C
Approach Delay (s) 38.8
Approach LOS D
Intersection Summary
HCM 6th Signalized Intersection Summary Cumulative Year 2035 No Project AM Peak 5: Walnut Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 337 8 10 257 46 7 38 73 59 22 8 Future Volume (veh/h) 8 337 8 10 257 46 7 38 73 59 22 8 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1693 1693 1693 1648 1648 1648 1900 1900 1900 1841 1841 1841 Adj Flow Rate, veh/h 9 366 9 11 279 50 8 41 79 64 24 9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 14 17 17 17 000444
Cap, veh/h 19 500 12 23 417 75 19 63 121 113 207 78
Arrive On Green 0.01 0.30 0.30 0.01 0.31 0.31 0.01 0.11 0.11 0.06 0.16 0.16 Sat Flow, veh/h 1612 1645 40 1570 1360 244 1810 580 1118 1753 1276 479 Grp Volume(v), veh/h 9 0 375 11 0 329 8 0 120 64 0 33
Grp Sat Flow(s),veh/h/ln 1612 0 1685 1570 0 1603 1810 0 1699 1753 0 1755 Q Serve(g_s), s 0.2 0.0 7.7 0.3 0.0 6.9 0.2 0.0 2.6 1.4 0.0 0.6 Cycle Q Clear(g_c), s 0.2 0.0 7.7 0.3 0.0 6.9 0.2 0.0 2.6 1.4 0.0 0.6 Prop In Lane 1.00 0.02 1.00 0.15 1.00 0.66 1.00 0.27
Lane Grp Cap(c), veh/h 19 0 513 23 0 492 19 0 184 113 0 285 V/C Ratio(X) 0.47 0.00 0.73 0.49 0.00 0.67 0.42 0.00 0.65 0.57 0.00 0.12 Avail Cap(c_a), veh/h 208 0 1087 203 0 1035 234 0 1101 235 0 1146 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 12.1 18.9 0.0 11.7 19.0 0.0 16.6 17.6 0.0 13.9 Incr Delay (d2), s/veh 16.7 0.0 2.0 15.3 0.0 1.6 13.6 0.0 3.8 4.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 2.2 0.2 0.0 1.8 0.1 0.0 0.9 0.5 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 0.0 14.1 34.2 0.0 13.3 32.7 0.0 20.4 22.0 0.0 14.0 LnGrp LOS D A B C A B C A C C A B
Approach Vol, veh/h 384 340 128 97
Approach Delay, s/veh 14.6 14.0 21.2 19.3
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 10.2 4.8 17.1 4.6 12.3 4.7 17.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 Max Green Setting (Gmax), s * 5.2 25.1 * 5 25.0 * 5 25.3 * 5 25.0 Max Q Clear Time (g_c+I1), s 3.4 4.6 2.3 9.7 2.2 2.6 2.2 8.9 Green Ext Time (p_c), s 0.0 0.5 0.0 1.8 0.0 0.1 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Cumulative Year 2035 No Project PM Peak
1: West Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 8.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 183 18 8 193 95 13 109 9 63 83 70 Future Vol, veh/h 13 183 18 8 193 95 13 109 9 63 83 70
Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22888555000
Mvmt Flow 14 199 20 9 210 103 14 118 10 68 90 76

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 313 0 0 219 0 0 600 568 210 582 527 262 Stage 1 - ----- 2 3 7 2 3 7- 2 8 0 2 8 0-
Stage 2 - ----- 3 6 3 3 3 1- 3 0 2 2 4 7-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1247 - - 1316 - - 408 428 823 427 459 782 Stage 1 - ----- 7 6 0 7 0 3- 7 3 1 6 8 3-
Stage 2 - ----- 6 5 0 6 4 0- 7 1 2 7 0 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1247 - - 1316 - - 306 419 822 325 449 782 Mov Cap-2 Maneuver - ----- 3 0 6 4 1 9- 3 2 5 4 4 9-
Stage 1 - ----- 7 5 0 6 9 4- 7 2 1 6 7 8-
Stage 2 - ----- 5 0 5 6 3 5- 5 7 5 6 9 7-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 18 20.6

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 418 1247 - - 1316 - - 461
HCM Lane V/C Ratio 0.341 0.011 - - 0.007 - - 0.509
HCM Control Delay (s) 18 7.9 0 - 7.8 0 - 20.6
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 1.5 0 - - 0 - - 2.8
HCM 6th AWSC Cumulative Year 2035 No Project PM Peak
2: Fruit Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 198 18 10 240 90 19 65 4 60 59 17 Future Vol, veh/h 19 198 18 10 240 90 19 65 4 60 59 17
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 777444444333
Mvmt Flow 21 215 20 11 261 98 21 71 4 65 64 18
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 11.4 13 10.5 10.8

HCM LOS BBBB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 0% 8% 3% 44%
Vol Thru, % 77% 0% 84% 71% 43%
Vol Right, % 0% 100% 8% 26% 12%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 84 4 235 340 136
LT Vol 19 0 19 10 60
Through Vol 65 0 198 240 59
RT Vol 0 4 18 90 17
Lane Flow Rate 91 4 255 370 148
Geometry Grp 77225
Degree of Util (X) 0.166 0.007 0.374 0.508 0.241
Departure Headway (Hd) 6.542 5.714 5.269 4.953 5.875
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 548 625 682 728 611
Service Time 4.285 3.457 3.301 2.983 3.915
HCM Lane V/C Ratio 0.166 0.006 0.374 0.508 0.242
HCM Control Delay 10.6 8.5 11.4 13 10.8
HCM Lane LOS BABBB
HCM 95th-tile Q 0.6 0 1.7 2.9 0.9
HCM 6th TWSC Cumulative Year 2035 No Project PM Peak
3: West Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 338 8 6 288 20 52 68 13 27 53 23
Future Vol, veh/h 22 338 8 6 288 20 52 68 13 27 53 23
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 7 77777666444
Mvmt Flow 24 363 9 6 310 22 56 73 14 29 57 25

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 332 0 0 372 0 0 790 760 368 792 753 321 Stage 1 - ----- 4 1 6 4 1 6- 3 3 3 3 3 3-
Stage 2 - ----- 3 7 4 3 4 4- 4 5 9 4 2 0-
Critical Hdwy 4.17 - - 4.17 - - 7.16 6.56 6.26 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6.16 5.56 - 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6.16 5.56 - 6.14 5.54 -
Follow-up Hdwy 2.263 - - 2.263 - - 3.554 4.054 3.354 3.536 4.036 3.336 Pot Cap-1 Maneuver 1200 - - 1159 - - 303 331 669 305 336 715 Stage 1 - ----- 6 0 6 5 8 5- 6 7 6 6 4 0-
Stage 2 - ----- 6 3 9 6 3 0- 5 7 8 5 8 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1200 - - 1159 - - 248 321 669 241 326 715 Mov Cap-2 Maneuver - ----- 2 4 8 3 2 1- 2 4 1 3 2 6-
Stage 1 - ----- 5 9 1 5 7 0- 6 5 9 6 3 6-
Stage 2 - ----- 5 5 8 6 2 6- 4 8 1 5 7 1-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 27.2 20.9

HCM LOS D C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 302 1200 - - 1159 - - 336
HCM Lane V/C Ratio 0.474 0.02 - - 0.006 - - 0.33
HCM Control Delay (s) 27.2 8.1 0 - 8.1 0 - 20.9
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q(veh) 2.4 0.1 - - 0 - - 1.4
HCM 6th TWSC Cumulative Year 2035 No Project PM Peak
4: Fruit Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 5.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 354 10 50 289 34 11 29 90 38 37 7 Future Vol, veh/h 20 354 10 50 289 34 11 29 90 38 37 7
Conflicting Peds, #/hr 1 00001003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 10 10 10 2 2 2 15 15 15
Mvmt Flow 22 385 11 54 314 37 12 32 98 41 40 8

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 352 0 0 396 0 0 900 895 394 945 882 334 Stage 1 - ----- 4 3 5 4 3 5- 4 4 2 4 4 2-
Stage 2 - ----- 4 6 5 4 6 0- 5 0 3 4 4 0-
Critical Hdwy 4.15 - - 4.2 - - 7.12 6.52 6.22 7.25 6.65 6.35 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.25 5.65 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.25 5.65 -
Follow-up Hdwy 2.245 - - 2.29 - - 3.518 4.018 3.318 3.635 4.135 3.435 Pot Cap-1 Maneuver 1190 - - 1120 - - 259 280 655 229 272 679 Stage 1 - ----- 6 0 0 5 8 0- 5 7 0 5 5 5-
Stage 2 - ----- 5 7 8 5 6 6- 5 2 7 5 5 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1189 - - 1120 - - 211 257 653 165 249 678 Mov Cap-2 Maneuver - ----- 2 1 1 2 5 7- 1 6 5 2 4 9-
Stage 1 - ----- 5 8 6 5 6 6- 5 5 6 5 2 1-
Stage 2 - ----- 4 9 6 5 3 1- 4 1 2 5 4 3-

Approach EB WB NB SB
HCM Control Delay, s 0.4 1.1 17.5 34

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 429 1189 - - 1120 - - 211
HCM Lane V/C Ratio 0.329 0.018 - - 0.049 - - 0.422
HCM Control Delay (s) 17.5 8.1 0 - 8.4 0 - 34
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 1.4 0.1 - - 0.2 - - 1.9
HCM 6th TWSC Cumulative Year 2035 No Project PM Peak
5: Walnut Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 445 4 35 382 81 10 33 32 59 27 16 Future Vol, veh/h 12 445 4 35 382 81 10 33 32 59 27 16
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 6 66777000555
Mvmt Flow 13 484 4 38 415 88 11 36 35 64 29 17

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 505 0 0 488 0 0 1070 1093 486 1085 1051 461 Stage 1 - ----- 5 1 2 5 1 2- 5 3 7 5 3 7-
Stage 2 - ----- 5 5 8 5 8 1- 5 4 8 5 1 4-
Critical Hdwy 4.16 - - 4.17 - - 7.1 6.5 6.2 7.15 6.55 6.25 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Follow-up Hdwy 2.254 - - 2.263 - - 3.5 4 3.3 3.545 4.045 3.345 Pot Cap-1 Maneuver 1039 - - 1050 - - 201 216 585 192 224 594 Stage 1 - ----- 5 4 8 5 4 0- 5 2 2 5 1 8-
Stage 2 - ----- 5 1 8 5 0 3- 5 1 5 5 3 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1037 - - 1050 - - 165 201 585 148 209 593 Mov Cap-2 Maneuver - ----- 1 6 5 2 0 1- 1 4 8 2 0 9-
Stage 1 - ----- 5 3 9 5 3 1- 5 1 2 4 9 1-
Stage 2 - ----- 4 4 9 4 7 6- 4 4 4 5 2 1-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.6 24.2 50.5

HCM LOS C F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 268 1037 - - 1050 - - 184
HCM Lane V/C Ratio 0.304 0.013 - - 0.036 - - 0.603
HCM Control Delay (s) 24.2 8.5 0 - 8.6 0 - 50.5
HCM Lane LOS C A A - A A - F
HCM 95th %tile Q(veh) 1.2 0 - - 0.1 - - 3.3
HCM 6th Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 418 30 69 408 244 47 174 135 199 108 71 Future Volume (veh/h) 47 418 30 69 408 244 47 174 135 199 108 71 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 50 445 32 73 434 260 50 185 144 212 115 76 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 666444222555
Cap, veh/h 288 1112 80 379 721 428 584 413 322 462 435 287 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 727 3256 233 903 2110 1254 1190 974 758 1025 1025 677 Grp Volume(v), veh/h 50 234 243 73 359 335 50 0 329 212 0 191 Grp Sat Flow(s),veh/h/ln 727 1721 1769 903 1749 1615 1190 0 1732 1025 0 1702 Q Serve(g_s), s 2.7 4.5 4.6 2.9 7.4 7.5 1.2 0.0 5.9 8.1 0.0 3.2 Cycle Q Clear(g_c), s 10.2 4.5 4.6 7.5 7.4 7.5 4.4 0.0 5.9 14.0 0.0 3.2 Prop In Lane 1.00 0.13 1.00 0.78 1.00 0.44 1.00 0.40
Lane Grp Cap(c), veh/h 288 588 604 379 597 552 584 0 735 462 0 722 V/C Ratio(X) 0.17 0.40 0.40 0.19 0.60 0.61 0.09 0.00 0.45 0.46 0.00 0.26 Avail Cap(c_a), veh/h 536 1174 1207 695 1209 1117 1038 0 1396 853 0 1372 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.1 10.9 10.9 13.8 11.9 11.9 9.6 0.0 8.9 13.9 0.0 8.1 Incr Delay (d2), s/veh 0.3 0.4 0.4 0.2 1.0 1.1 0.1 0.0 0.4 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.3 1.3 0.5 2.2 2.1 0.2 0.0 1.5 1.5 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.4 11.4 11.4 14.0 12.9 13.0 9.6 0.0 9.3 14.6 0.0 8.3 LnGrp LOS BBBBBBAAABAA
Approach Vol, veh/h 527 767 379 403
Approach Delay, s/veh 11.8 13.0 9.4 11.6
Approach LOS BBAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 23.4 20.2 23.4 20.2
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 35.1 29.7 35.1 * 30
Max Q Clear Time (g_c+I1), s 7.9 12.2 16.0 9.5
Green Ext Time (p_c), s 2.2 2.7 1.9 4.6
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 11 124 761 35 20 163 767 202 18 94 215 348 Future Volume (vph) 11 124 761 35 20 163 767 202 18 94 215 348 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1736 3446 1719 3321 1719 3090
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1736 3446 1719 3321 1719 3090
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 12 132 810 37 21 173 816 215 19 100 229 370 RTOR Reduction (vph) 003000 2 2000 1 5 50
Lane Group Flow (vph) 0 144 844 0 0 194 1009 0 0 119 444 0 Confl. Peds. (#/hr) 2 2 4
Heavy Vehicles (%) 4% 4% 4% 4% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 9.9 31.0 11.0 32.1 8.4 19.2
Effective Green, g (s) 9.9 31.0 11.0 32.1 8.4 19.2
Actuated g/C Ratio 0.11 0.35 0.12 0.36 0.10 0.22
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 194 1209 214 1207 163 671
v/s Ratio Prot 0.08 0.24 c0.11 c0.30 0.07 c0.14
v/s Ratio Perm
v/c Ratio 0.74 0.70 0.91 0.84 0.73 0.66
Uniform Delay, d1 38.0 24.6 38.1 25.7 38.8 31.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.2 1.8 36.6 5.2 15.4 2.5
Delay (s) 52.2 26.4 74.8 30.9 54.3 34.0
Level of Service D C E C D C
Approach Delay (s) 30.1 37.8 37.4
Approach LOS C D D
Intersection Summary
HCM 2000 Control Delay 36.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 88.3 Sum of lost time (s) 18.2 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 No Project PM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 8 137 106 62
Future Volume (vph) 8 137 106 62
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.94
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3294
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3294
Peak-hour factor, PHF 0.94 0.94 0.94 0.94
Adj. Flow (vph) 9 146 113 66
RTOR Reduction (vph) 0 0 51 0
Lane Group Flow (vph) 0 155 128 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 8.9 19.7
Effective Green, g (s) 8.9 19.7
Actuated g/C Ratio 0.10 0.22
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 176 734
v/s Ratio Prot c0.09 0.04
v/s Ratio Perm
v/c Ratio 0.88 0.17
Uniform Delay, d1 39.2 27.7
Progression Factor 1.00 1.00
Incremental Delay, d2 36.4 0.1
Delay (s) 75.5 27.8
Level of Service E C
Approach Delay (s) 50.0
Approach LOS D
Intersection Summary
HCM 6th Signalized Intersection Summary Cumulative Year 2035 No Project PM Peak 5: Walnut Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 445 4 35 382 81 10 33 32 59 27 16 Future Volume (veh/h) 12 445 4 35 382 81 10 33 32 59 27 16 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1796 1796 1796 1900 1900 1900 1826 1826 1826 Adj Flow Rate, veh/h 13 484 4 38 415 88 11 36 35 64 29 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 666777000555
Cap, veh/h 29 622 5 73 535 113 26 81 78 108 150 88
Arrive On Green 0.02 0.35 0.35 0.04 0.37 0.37 0.01 0.09 0.09 0.06 0.14 0.14 Sat Flow, veh/h 1725 1794 15 1711 1436 304 1810 885 860 1739 1079 633 Grp Volume(v), veh/h 13 0 488 38 0 503 11 0 71 64 0 46
Grp Sat Flow(s),veh/h/ln 1725 0 1808 1711 0 1740 1810 0 1745 1739 0 1712 Q Serve(g_s), s 0.3 0.0 10.4 0.9 0.0 11.0 0.3 0.0 1.7 1.5 0.0 1.0 Cycle Q Clear(g_c), s 0.3 0.0 10.4 0.9 0.0 11.0 0.3 0.0 1.7 1.5 0.0 1.0 Prop In Lane 1.00 0.01 1.00 0.17 1.00 0.49 1.00 0.37
Lane Grp Cap(c), veh/h 29 0 627 73 0 649 26 0 159 108 0 238 V/C Ratio(X) 0.45 0.00 0.78 0.52 0.00 0.78 0.42 0.00 0.45 0.59 0.00 0.19 Avail Cap(c_a), veh/h 200 0 1079 199 0 1039 210 0 997 202 0 978 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 12.6 20.2 0.0 11.9 21.0 0.0 18.5 19.7 0.0 16.4 Incr Delay (d2), s/veh 10.6 0.0 2.1 5.7 0.0 2.0 10.6 0.0 2.0 5.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 3.2 0.4 0.0 3.2 0.2 0.0 0.6 0.6 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.6 0.0 14.7 25.9 0.0 13.9 31.7 0.0 20.5 24.8 0.0 16.8 LnGrp LOS C A B C A B C A C C A B
Approach Vol, veh/h 501 541 82 110
Approach Delay, s/veh 15.1 14.8 22.0 21.4
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 9.9 6.0 20.2 4.8 12.0 4.9 21.3 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 Max Green Setting (Gmax), s * 5 24.6 * 5 25.7 * 5 24.6 * 5 25.7 Max Q Clear Time (g_c+I1), s 3.5 3.7 2.9 12.4 2.3 3.0 2.3 13.0 Green Ext Time (p_c), s 0.0 0.2 0.0 2.3 0.0 0.1 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 51 25 54 136
Average Queue (ft) 12 1 34 59
95th Queue (ft) 38 10 54 101
Link Distance (ft) 2600 2535 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 117 62 71 78
Average Queue (ft) 63 40 41 42
95th Queue (ft) 95 63 68 69
Link Distance (ft) 2535 2560 2606 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 42 25 73 94
Average Queue (ft) 5 2 26 44
95th Queue (ft) 23 12 50 71
Link Distance (ft) 2687 2560 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 28 90 112 90
Average Queue (ft) 1 10 45 38
95th Queue (ft) 9 46 79 64
Link Distance (ft) 2560 2577 2580 2606
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 75 255 31 162 31 75 72 52
Average Queue (ft) 10 95 8 81 7 41 27 15
95th Queue (ft) 41 186 30 147 26 68 56 43
Link Distance (ft) 2577 2152 2614 2569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 54 133 155 115 255 190 55 121 157 87 Average Queue (ft) 19 53 70 52 77 54 21 50 63 46
95th Queue (ft) 45 108 124 98 163 117 50 88 118 83
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 1 0120
Queuing Penalty (veh) 1 0020
Queuing and Blocking Report Cumulative Year 2035 No Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 97 259 296 355 477 159 115 98 156 248 118 96 Average Queue (ft) 45 164 183 242 143 113 55 40 68 106 45 48 95th Queue (ft) 86 247 265 367 325 169 102 78 121 203 87 83 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 4 18 0 1
Queuing Penalty (veh) 2 47 0 1
Network Summary
Network wide Queuing Penalty: 53
Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 46 34 79 98
Average Queue (ft) 5 3 44 47
95th Queue (ft) 22 15 71 78
Link Distance (ft) 2600 2535 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 89 115 79 75
Average Queue (ft) 54 63 33 39
95th Queue (ft) 75 93 59 58
Link Distance (ft) 2535 2560 2606 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 73 71 121 96
Average Queue (ft) 7 2 51 39
95th Queue (ft) 38 23 95 68
Link Distance (ft) 2687 2560 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 26 122 94 92
Average Queue (ft) 3 21 41 51
95th Queue (ft) 17 70 71 85
Link Distance (ft) 2560 2577 2580 2606
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 54 241 72 318 49 74 119 91
Average Queue (ft) 8 124 23 124 8 27 43 21
95th Queue (ft) 34 195 57 239 30 58 82 57
Link Distance (ft) 2577 2152 2614 2569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 123 115 134 135 224 202 71 187 174 140 Average Queue (ft) 46 58 67 49 128 78 28 82 88 61
95th Queue (ft) 90 102 124 107 215 153 54 147 144 111
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 1 0 10 8 2
Queuing Penalty (veh) 0 0 5 15 4
Queuing and Blocking Report Cumulative Year 2035 No Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 155 236 281 221 376 447 202 133 291 247 111 94 Average Queue (ft) 96 158 176 130 229 256 90 72 137 154 37 48 95th Queue (ft) 154 236 266 215 330 379 169 125 223 243 72 87 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 3 0 7 2
Queuing Penalty (veh) 4 0 12 1
Network Summary
Network wide Queuing Penalty: 42

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | J
(559) 570-8991

Appendix J: Cumulative Year 2035 plus Project Traffic Conditions

HCM 6th TWSC Cumulative Year 2035 plus Project AM Peak
1: West Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 21.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 46 196 44 9 101 78 12 77 26 166 130 28 Future Vol, veh/h 46 196 44 9 101 78 12 77 26 166 130 28 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 44999000000
Mvmt Flow 50 213 48 10 110 85 13 84 28 180 141 30

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 195 0 0 261 0 0 595 552 237 566 534 153 Stage 1 - ----- 3 3 7 3 3 7- 1 7 3 1 7 3-
Stage 2 - ----- 2 5 8 2 1 5- 3 9 3 3 6 1-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1366 - - 1264 - - 419 444 807 438 455 898 Stage 1 - ----- 6 8 1 6 4 5- 8 3 4 7 6 0-
Stage 2 - ----- 7 5 1 7 2 9- 6 3 6 6 2 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1366 - - 1264 - - 291 421 807 344 431 898 Mov Cap-2 Maneuver - ----- 2 9 1 4 2 1- 3 4 4 4 3 1-
Stage 1 - ----- 6 5 2 6 1 7- 7 9 8 7 5 3-
Stage 2 - ----- 5 8 4 7 2 2- 5 0 8 6 0 2-

Approach EB WB NB SB
HCM Control Delay, s 1.2 0.4 16.1 54

HCM LOS C F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 449 1366 - - 1264 - - 397
HCM Lane V/C Ratio 0.278 0.037 - - 0.008 - - 0.887
HCM Control Delay (s) 16.1 7.7 0 - 7.9 0 - 54
HCM Lane LOS C A A - A A - F
HCM 95th %tile Q(veh) 1.1 0.1 - - 0 - - 9
HCM 6th AWSC Cumulative Year 2035 plus Project AM Peak
2: Fruit Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 60 227 31 1 163 33 97 52 1 62 35 45
Future Vol, veh/h 60 227 31 1 163 33 97 52 1 62 35 45
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 999999 1 1 1 1 1 1777
Mvmt Flow 64 241 33 1 173 35 103 55 1 66 37 48
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 13.8 11.1 12.4 10.9

HCM LOS BBBB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 65% 0% 19% 1% 44%
Vol Thru, % 35% 0% 71% 83% 25%
Vol Right, % 0% 100% 10% 17% 32%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 149 1 318 197 142
LT Vol 97 0 60 1 62
Through Vol 52 0 227 163 35
RT Vol 0 1 31 33 45
Lane Flow Rate 159 1 338 210 151
Geometry Grp 77225
Degree of Util (X) 0.298 0.002 0.505 0.32 0.247
Departure Headway (Hd) 6.773 5.731 5.37 5.497 5.883
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 529 623 670 652 609
Service Time 4.525 3.482 3.412 3.546 3.937
HCM Lane V/C Ratio 0.301 0.002 0.504 0.322 0.248
HCM Control Delay 12.4 8.5 13.8 11.1 10.9
HCM Lane LOS BABBB
HCM 95th-tile Q 1.2 0 2.9 1.4 1
HCM 6th TWSC Cumulative Year 2035 plus Project AM Peak
3: West Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 246 50 9 190 41 7 36 5 45 100 37
Future Vol, veh/h 18 246 50 9 190 41 7 36 5 45 100 37
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 14 14 14 18 18 18 000000
Mvmt Flow 20 267 54 10 207 45 8 39 5 49 109 40

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 252 0 0 321 0 0 658 606 294 606 611 230 Stage 1 - ----- 3 3 4 3 3 4- 2 5 0 2 5 0-
Stage 2 - ----- 3 2 4 2 7 2- 3 5 6 3 6 1-
Critical Hdwy 4.24 - - 4.28 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.326 - - 2.362 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1246 - - 1154 - - 380 414 750 412 411 814 Stage 1 - ----- 6 8 4 6 4 7- 7 5 9 7 0 4-
Stage 2 - ----- 6 9 2 6 8 8- 6 6 6 6 2 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1246 - - 1154 - - 279 402 750 370 399 814 Mov Cap-2 Maneuver - ----- 2 7 9 4 0 2- 3 7 0 3 9 9-
Stage 1 - ----- 6 7 0 6 3 4- 7 4 4 6 9 7-
Stage 2 - ----- 5 5 0 6 8 1- 6 0 8 6 1 6-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 15.5 19.9

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 396 1246 - - 1154 - - 436
HCM Lane V/C Ratio 0.132 0.016 - - 0.008 - - 0.454
HCM Control Delay (s) 15.5 7.9 0 - 8.1 0 - 19.9
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 2.3
HCM 6th TWSC Cumulative Year 2035 plus Project AM Peak
4: Fruit Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 250 23 36 236 98 5 88 39 45 33 4
Future Vol, veh/h 13 250 23 36 236 98 5 88 39 45 33 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 15 15 15 15 15 15 5 5 5 10 10 10
Mvmt Flow 14 272 25 39 257 107 5 96 42 49 36 4

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 364 0 0 297 0 0 722 755 285 771 714 311 Stage 1 - ----- 3 1 3 3 1 3- 3 8 9 3 8 9-
Stage 2 - ----- 4 0 9 4 4 2- 3 8 2 3 2 5-
Critical Hdwy 4.25 - - 4.25 - - 7.15 6.55 6.25 7.2 6.6 6.3 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.2 5.6 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.2 5.6 -
Follow-up Hdwy 2.335 - - 2.335 - - 3.545 4.045 3.345 3.59 4.09 3.39 Pot Cap-1 Maneuver 1126 - - 1194 - - 338 334 747 307 347 711 Stage 1 - ----- 6 9 1 6 5 2- 6 1 9 5 9 5-
Stage 2 - ----- 6 1 3 5 7 1- 6 2 5 6 3 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1126 - - 1194 - - 295 315 747 212 328 711 Mov Cap-2 Maneuver - ----- 2 9 5 3 1 5- 2 1 2 3 2 8-
Stage 1 - ----- 6 8 1 6 4 2- 6 1 0 5 7 0-
Stage 2 - ----- 5 4 7 5 4 7- 4 9 4 6 2 5-

Approach EB WB NB SB
HCM Control Delay, s 0.4 0.8 20.2 26.3

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 379 1126 - - 1194 - - 257
HCM Lane V/C Ratio 0.379 0.013 - - 0.033 - - 0.347
HCM Control Delay (s) 20.2 8.2 0 - 8.1 0 - 26.3
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 1.7 0 - - 0.1 - - 1.5
HCM 6th TWSC Cumulative Year 2035 plus Project AM Peak
5: Walnut Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 348 8 10 323 46 7 38 73 59 22 8
Future Vol, veh/h 8 348 8 10 323 46 7 38 73 59 22 8
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 14 14 14 17 17 17 000444
Mvmt Flow 9 378 9 11 351 50 8 41 79 64 24 9

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 403 0 0 387 0 0 816 826 383 861 805 378 Stage 1 - ----- 4 0 1 4 0 1- 4 0 0 4 0 0-
Stage 2 - ----- 4 1 5 4 2 5- 4 6 1 4 0 5-
Critical Hdwy 4.24 - - 4.27 - - 7.1 6.5 6.2 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.14 5.54 -
Follow-up Hdwy 2.326 - - 2.353 - - 3.5 4 3.3 3.536 4.036 3.336 Pot Cap-1 Maneuver 1094 - - 1094 - - 298 310 669 273 314 664 Stage 1 - ----- 6 3 0 6 0 4- 6 2 2 5 9 8-
Stage 2 - ----- 6 1 9 5 9 0- 5 7 7 5 9 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1092 - - 1094 - - 271 302 669 211 306 663 Mov Cap-2 Maneuver - ----- 2 7 1 3 0 2- 2 1 1 3 0 6-
Stage 1 - ----- 6 2 3 5 9 7- 6 1 4 5 8 9-
Stage 2 - ----- 5 7 8 5 8 1- 4 6 8 5 8 8-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.2 16.1 29

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 452 1092 - - 1094 - - 245
HCM Lane V/C Ratio 0.284 0.008 - - 0.01 - - 0.395
HCM Control Delay (s) 16.1 8.3 0 - 8.3 0 - 29
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 1.2 0 - - 0 - - 1.8
HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 375 62 104 341 201 38 83 57 130 72 45 Future Volume (veh/h) 27 375 62 104 341 201 38 83 57 130 72 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1737 1737 1737 1737 1737 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 30 412 68 114 375 221 42 91 63 143 79 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 11 11 11 11 11 444444
Cap, veh/h 424 1163 191 479 823 478 496 286 198 473 300 186 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 762 2837 465 848 2007 1165 1240 1012 701 1212 1062 659 Grp Volume(v), veh/h 30 238 242 114 307 289 42 0 154 143 0 128 Grp Sat Flow(s),veh/h/ln 762 1650 1651 848 1650 1522 1240 0 1713 1212 0 1721 Q Serve(g_s), s 1.0 3.3 3.4 3.6 4.5 4.6 0.9 0.0 2.4 3.5 0.0 1.9 Cycle Q Clear(g_c), s 5.6 3.3 3.4 6.9 4.5 4.6 2.8 0.0 2.4 5.8 0.0 1.9 Prop In Lane 1.00 0.28 1.00 0.77 1.00 0.41 1.00 0.38
Lane Grp Cap(c), veh/h 424 676 677 479 676 624 496 0 484 473 0 486 V/C Ratio(X) 0.07 0.35 0.36 0.24 0.45 0.46 0.08 0.00 0.32 0.30 0.00 0.26 Avail Cap(c_a), veh/h 818 1528 1529 927 1548 1428 1421 0 1762 1377 0 1770 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.2 6.7 6.8 9.2 7.1 7.1 10.3 0.0 9.4 11.7 0.0 9.2 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.3 0.5 0.5 0.1 0.0 0.4 0.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.6 0.6 0.4 0.9 0.8 0.2 0.0 0.6 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.2 7.1 7.1 9.4 7.6 7.7 10.4 0.0 9.8 12.0 0.0 9.5 LnGrp LOS AAAAAABAABAA
Approach Vol, veh/h 510 710 196 271
Approach Delay, s/veh 7.2 7.9 9.9 10.8
Approach LOS AAAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 14.3 18.9 14.3 18.9
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 34.1 30.7 34.1 * 31
Max Q Clear Time (g_c+I1), s 4.8 7.6 7.8 8.9
Green Ext Time (p_c), s 1.0 2.8 1.2 4.3
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project AM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 5 42 590 39 10 321 582 78 14 50 65 140 Future Volume (vph) 5 42 590 39 10 321 582 78 14 50 65 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1687 3340 1703 3340 1543 2770
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1687 3340 1703 3340 1543 2770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 46 641 42 11 349 633 85 15 54 71 152
RTOR Reduction (vph) 0040008000 1 3 20
Lane Group Flow (vph) 0 51 679 0 0 360 710 0 0 69 91 0
Confl. Peds. (#/hr) 4 1
Heavy Vehicles (%) 7% 7% 7% 7% 6% 6% 6% 6% 17% 17% 17% 17% Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 4.9 24.6 22.5 42.2 6.3 11.3
Effective Green, g (s) 4.9 24.6 22.5 42.2 6.3 11.3
Actuated g/C Ratio 0.06 0.29 0.27 0.50 0.07 0.13
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 97 970 452 1664 114 369
v/s Ratio Prot 0.03 c0.20 c0.21 0.21 0.04 0.03
v/s Ratio Perm
v/c Ratio 0.53 0.70 0.80 0.43 0.61 0.25
Uniform Delay, d1 38.8 26.8 29.0 13.5 38.0 32.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 2.2 9.4 0.2 8.8 0.4
Delay (s) 43.8 29.0 38.4 13.7 46.8 33.2
Level of Service D C D B D C
Approach Delay (s) 30.0 22.0 36.4
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 84.7 Sum of lost time (s) 18.2 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project AM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 109 151 35
Future Volume (vph) 1 109 151 35
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.97
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3397
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3397
Peak-hour factor, PHF 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 118 164 38
RTOR Reduction (vph) 0 0 21 0
Lane Group Flow (vph) 0 119 181 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 8.1 13.1
Effective Green, g (s) 8.1 13.1
Actuated g/C Ratio 0.10 0.15
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 167 525
v/s Ratio Prot c0.07 c0.05
v/s Ratio Perm
v/c Ratio 0.71 0.34
Uniform Delay, d1 37.2 32.0
Progression Factor 1.00 1.00
Incremental Delay, d2 13.4 0.4
Delay (s) 50.6 32.4
Level of Service D C
Approach Delay (s) 39.1
Approach LOS D
Intersection Summary
HCM 6th TWSC Cumulative Year 2035 plus Project AM Peak
1: West Avenue & Church Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 10.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 46 196 44 9 101 78 12 77 26 166 130 28 Future Vol, veh/h 46 196 44 9 101 78 12 77 26 166 130 28 Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 2 5 0-- 2 5 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 44999000000
Mvmt Flow 50 213 48 10 110 85 13 84 28 180 141 30

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 195 0 0 261 0 0 595 552 237 566 534 153 Stage 1 - ----- 3 3 7 3 3 7- 1 7 3 1 7 3-
Stage 2 - ----- 2 5 8 2 1 5- 3 9 3 3 6 1-
Critical Hdwy 4.14 - - 4.19 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6 . 1 5 . 5-
Follow-up Hdwy 2.236 - - 2.281 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1366 - - 1264 - - 419 444 807 438 455 898 Stage 1 - ----- 6 8 1 6 4 5- 8 3 4 7 6 0-
Stage 2 - ----- 7 5 1 7 2 9- 6 3 6 6 2 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1366 - - 1264 - - 291 421 807 344 431 898 Mov Cap-2 Maneuver - ----- 2 9 1 4 2 1- 3 4 4 4 3 1-
Stage 1 - ----- 6 5 2 6 1 7- 7 9 8 7 5 3-
Stage 2 - ----- 5 8 4 7 2 2- 5 0 8 6 0 2-

Approach EB WB NB SB
HCM Control Delay, s 1.2 0.4 15.1 21.7

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 291 479 1366 - - 1264 - - 344 475
HCM Lane V/C Ratio 0.045 0.234 0.037 - - 0.008 - - 0.525 0.362 HCM Control Delay (s) 18 14.8 7.7 0 - 7.9 0 - 26.4 16.8 HCM Lane LOS C B A A - A A - D C
HCM 95th %tile Q(veh) 0.1 0.9 0.1 - - 0 - - 2.9 1.6
HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 4: Fruit Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 250 23 36 236 98 5 88 39 45 33 4 Future Volume (veh/h) 13 250 23 36 236 98 5 88 39 45 33 4 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1678 1678 1678 1678 1678 1678 1826 1826 1826 1752 1752 1752 Adj Flow Rate, veh/h 14 272 25 39 257 107 5 96 42 49 36 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 15 15 15 15 15 5 5 5 10 10 10
Cap, veh/h 29 419 38 71 341 142 12 147 64 88 260 29
Arrive On Green 0.02 0.28 0.28 0.04 0.30 0.30 0.01 0.12 0.12 0.05 0.17 0.17 Sat Flow, veh/h 1598 1514 139 1598 1125 468 1739 1204 527 1668 1549 172 Grp Volume(v), veh/h 14 0 297 39 0 364 5 0 138 49 0 40
Grp Sat Flow(s),veh/h/ln 1598 0 1653 1598 0 1593 1739 0 1731 1668 0 1721 Q Serve(g_s), s 0.3 0.0 6.2 0.9 0.0 8.1 0.1 0.0 3.0 1.1 0.0 0.8 Cycle Q Clear(g_c), s 0.3 0.0 6.2 0.9 0.0 8.1 0.1 0.0 3.0 1.1 0.0 0.8 Prop In Lane 1.00 0.08 1.00 0.29 1.00 0.30 1.00 0.10
Lane Grp Cap(c), veh/h 29 0 457 71 0 482 12 0 211 88 0 289 V/C Ratio(X) 0.49 0.00 0.65 0.55 0.00 0.75 0.43 0.00 0.65 0.56 0.00 0.14 Avail Cap(c_a), veh/h 205 0 1058 205 0 1020 223 0 1121 214 0 1146 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 12.5 18.3 0.0 12.3 19.3 0.0 16.4 18.0 0.0 13.8 Incr Delay (d2), s/veh 12.1 0.0 1.6 6.6 0.0 2.4 22.5 0.0 3.4 5.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.7 0.4 0.0 2.2 0.1 0.0 1.0 0.5 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 0.0 14.0 24.9 0.0 14.7 41.8 0.0 19.8 23.4 0.0 14.1 LnGrp LOS C A B C A B D A B C A B
Approach Vol, veh/h 311 403 143 89
Approach Delay, s/veh 14.8 15.7 20.5 19.2
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 10.8 5.9 16.1 4.5 12.6 4.9 17.1 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3 Max Green Setting (Gmax), s * 5 25.3 * 5 25.0 * 5 * 26 * 5 25.0 Max Q Clear Time (g_c+I1), s 3.1 5.0 2.9 8.2 2.1 2.8 2.3 10.1 Green Ext Time (p_c), s 0.0 0.6 0.0 1.4 0.0 0.1 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project AM Peak 5: Walnut Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 348 8 10 323 46 7 38 73 59 22 8 Future Volume (veh/h) 8 348 8 10 323 46 7 38 73 59 22 8 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1693 1693 1693 1648 1648 1648 1900 1900 1900 1841 1841 1841 Adj Flow Rate, veh/h 9 378 9 11 351 50 8 41 79 64 24 9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 14 17 17 17 000444
Cap, veh/h 19 535 13 23 462 66 19 63 121 111 205 77
Arrive On Green 0.01 0.32 0.32 0.01 0.33 0.33 0.01 0.11 0.11 0.06 0.16 0.16 Sat Flow, veh/h 1612 1646 39 1570 1410 201 1810 580 1118 1753 1276 479 Grp Volume(v), veh/h 9 0 387 11 0 401 8 0 120 64 0 33
Grp Sat Flow(s),veh/h/ln 1612 0 1685 1570 0 1611 1810 0 1699 1753 0 1755 Q Serve(g_s), s 0.2 0.0 8.1 0.3 0.0 9.0 0.2 0.0 2.7 1.4 0.0 0.6 Cycle Q Clear(g_c), s 0.2 0.0 8.1 0.3 0.0 9.0 0.2 0.0 2.7 1.4 0.0 0.6 Prop In Lane 1.00 0.02 1.00 0.12 1.00 0.66 1.00 0.27
Lane Grp Cap(c), veh/h 19 0 548 23 0 528 19 0 183 111 0 282 V/C Ratio(X) 0.47 0.00 0.71 0.49 0.00 0.76 0.42 0.00 0.65 0.58 0.00 0.12 Avail Cap(c_a), veh/h 200 0 1076 195 0 1028 225 0 1029 226 0 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 11.9 19.7 0.0 12.1 19.8 0.0 17.2 18.3 0.0 14.5 Incr Delay (d2), s/veh 16.8 0.0 1.7 15.4 0.0 2.3 13.7 0.0 3.9 4.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 2.2 0.2 0.0 2.4 0.1 0.0 1.0 0.6 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 0.0 13.6 35.1 0.0 14.4 33.5 0.0 21.2 22.9 0.0 14.6 LnGrp LOS D A B D A B C A C C A B
Approach Vol, veh/h 396 412 128 97
Approach Delay, s/veh 14.1 15.0 21.9 20.1
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 10.3 4.8 18.4 4.6 12.5 4.7 18.5 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 Max Green Setting (Gmax), s * 5.2 24.4 * 5 25.7 * 5 24.6 * 5 25.7 Max Q Clear Time (g_c+I1), s 3.4 4.7 2.3 10.1 2.2 2.6 2.2 11.0 Green Ext Time (p_c), s 0.0 0.5 0.0 1.9 0.0 0.1 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Cumulative Year 2035 plus Project PM Peak
1: West Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 186 18 20 221 171 13 109 13 69 83 70 Future Vol, veh/h 13 186 18 20 221 171 13 109 13 69 83 70 Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22888555000
Mvmt Flow 14 202 20 22 240 186 14 118 14 75 90 76

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 426 0 0 222 0 0 700 710 213 684 627 333 Stage 1 - ----- 2 4 0 2 4 0- 3 7 7 3 7 7-
Stage 2 - ----- 4 6 0 4 7 0- 3 0 7 2 5 0-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1133 - - 1312 - - 350 355 820 365 403 713 Stage 1 - ----- 7 5 7 7 0 1- 6 4 9 6 1 9-
Stage 2 - ----- 5 7 6 5 5 5- 7 0 7 7 0 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1133 - - 1312 - - 250 342 819 255 388 713 Mov Cap-2 Maneuver - ----- 2 5 0 3 4 2- 2 5 5 3 8 8-
Stage 1 - ----- 7 4 6 6 9 1- 6 4 0 6 0 5-
Stage 2 - ----- 4 2 8 5 4 2- 5 6 7 6 9 4-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 22.6 29.4

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 349 1133 - - 1312 - - 381
HCM Lane V/C Ratio 0.42 0.012 - - 0.017 - - 0.633
HCM Control Delay (s) 22.6 8.2 0 - 7.8 0 - 29.4
HCM Lane LOS C A A - A A - D
HCM 95th %tile Q(veh) 2 0 - - 0.1 - - 4.2
HCM 6th AWSC Cumulative Year 2035 plus Project PM Peak
2: Fruit Avenue & Church Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 14.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 263 55 10 251 90 25 65 4 60 59 22 Future Vol, veh/h 59 263 55 10 251 90 25 65 4 60 59 22
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 777444444333
Mvmt Flow 64 286 60 11 273 98 27 71 4 65 64 24
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay 16.8 15.1 11.5 11.9

HCM LOS C C B B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 28% 0% 16% 3% 43%
Vol Thru, % 72% 0% 70% 72% 42%
Vol Right, % 0% 100% 15% 26% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 90 4 377 351 141
LT Vol 25 0 59 10 60
Through Vol 65 0 263 251 59
RT Vol 0 4 55 90 22
Lane Flow Rate 98 4 410 382 153
Geometry Grp 77225
Degree of Util (X) 0.193 0.008 0.615 0.563 0.272
Departure Headway (Hd) 7.11 6.252 5.402 5.312 6.386
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 502 569 664 675 559
Service Time 4.891 4.032 3.46 3.372 4.464
HCM Lane V/C Ratio 0.195 0.007 0.617 0.566 0.274
HCM Control Delay 11.6 9.1 16.8 15.1 11.9
HCM Lane LOS B A C C B
HCM 95th-tile Q 0.7 0 4.2 3.5 1.1
HCM 6th TWSC Cumulative Year 2035 plus Project PM Peak
3: West Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Int Delay, s/veh 7.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 338 8 6 288 28 52 68 13 43 53 23
Future Vol, veh/h 22 338 8 6 288 28 52 68 13 43 53 23
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 7 77777666444
Mvmt Flow 24 363 9 6 310 30 56 73 14 46 57 25

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 340 0 0 372 0 0 794 768 368 796 757 325 Stage 1 - ----- 4 1 6 4 1 6- 3 3 7 3 3 7-
Stage 2 - ----- 3 7 8 3 5 2- 4 5 9 4 2 0-
Critical Hdwy 4.17 - - 4.17 - - 7.16 6.56 6.26 7.14 6.54 6.24 Critical Hdwy Stg 1 - ----- 6.16 5.56 - 6.14 5.54 -
Critical Hdwy Stg 2 - ----- 6.16 5.56 - 6.14 5.54 -
Follow-up Hdwy 2.263 - - 2.263 - - 3.554 4.054 3.354 3.536 4.036 3.336 Pot Cap-1 Maneuver 1192 - - 1159 - - 301 327 669 303 335 712 Stage 1 - ----- 6 0 6 5 8 5- 6 7 3 6 3 8-
Stage 2 - ----- 6 3 6 6 2 5- 5 7 8 5 8 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1192 - - 1159 - - 246 317 669 238 325 712 Mov Cap-2 Maneuver - ----- 2 4 6 3 1 7- 2 3 8 3 2 5-
Stage 1 - ----- 5 9 1 5 7 0- 6 5 6 6 3 4-
Stage 2 - ----- 5 5 5 6 2 1- 4 8 1 5 7 1-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 27.6 23.9

HCM LOS D C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 299 1192 - - 1159 - - 316
HCM Lane V/C Ratio 0.478 0.02 - - 0.006 - - 0.405
HCM Control Delay (s) 27.6 8.1 0 - 8.1 0 - 23.9
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q(veh) 2.4 0.1 - - 0 - - 1.9
HCM 6th TWSC Cumulative Year 2035 plus Project PM Peak
4: Fruit Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 4
Intersection
Int Delay, s/veh 9.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 370 10 50 297 39 11 30 90 73 39 7 Future Vol, veh/h 20 370 10 50 297 39 11 30 90 73 39 7
Conflicting Peds, #/hr 1 00001003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 5 5 10 10 10 2 2 2 15 15 15
Mvmt Flow 22 402 11 54 323 42 12 33 98 79 42 8

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 366 0 0 413 0 0 929 926 411 973 910 345 Stage 1 - ----- 4 5 2 4 5 2- 4 5 3 4 5 3-
Stage 2 - ----- 4 7 7 4 7 4- 5 2 0 4 5 7-
Critical Hdwy 4.15 - - 4.2 - - 7.12 6.52 6.22 7.25 6.65 6.35 Critical Hdwy Stg 1 - ----- 6.12 5.52 - 6.25 5.65 -
Critical Hdwy Stg 2 - ----- 6.12 5.52 - 6.25 5.65 -
Follow-up Hdwy 2.245 - - 2.29 - - 3.518 4.018 3.318 3.635 4.135 3.435 Pot Cap-1 Maneuver 1176 - - 1104 - - 248 269 641 219 261 669 Stage 1 - ----- 5 8 7 5 7 0- 5 6 2 5 4 8-
Stage 2 - ----- 5 6 9 5 5 8- 5 1 6 5 4 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1175 - - 1104 - - 198 246 639 155 239 668 Mov Cap-2 Maneuver - ----- 1 9 8 2 4 6- 1 5 5 2 3 9-
Stage 1 - ----- 5 7 3 5 5 6- 5 4 8 5 1 3-
Stage 2 - ----- 4 8 4 5 2 3- 4 0 0 5 3 3-

Approach EB WB NB SB
HCM Control Delay, s 0.4 1.1 18.3 60.2

HCM LOS C F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 411 1175 - - 1104 - - 185
HCM Lane V/C Ratio 0.346 0.019 - - 0.049 - - 0.699
HCM Control Delay (s) 18.3 8.1 0 - 8.4 0 - 60.2
HCM Lane LOS C A A - A A - F
HCM 95th %tile Q(veh) 1.5 0.1 - - 0.2 - - 4.3
HCM 6th TWSC Cumulative Year 2035 plus Project PM Peak
5: Walnut Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 495 4 35 395 81 10 33 32 59 27 16 Future Vol, veh/h 12 495 4 35 395 81 10 33 32 59 27 16
Conflicting Peds, #/hr 2 00002000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 6 66777000555
Mvmt Flow 13 538 4 38 429 88 11 36 35 64 29 17

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 519 0 0 542 0 0 1138 1161 540 1153 1119 475 Stage 1 - ----- 5 6 6 5 6 6- 5 5 1 5 5 1-
Stage 2 - ----- 5 7 2 5 9 5- 6 0 2 5 6 8-
Critical Hdwy 4.16 - - 4.17 - - 7.1 6.5 6.2 7.15 6.55 6.25 Critical Hdwy Stg 1 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Critical Hdwy Stg 2 - ----- 6 . 1 5 . 5- 6.15 5.55 -
Follow-up Hdwy 2.254 - - 2.263 - - 3.5 4 3.3 3.545 4.045 3.345 Pot Cap-1 Maneuver 1027 - - 1002 - - 180 197 546 172 204 584 Stage 1 - ----- 5 1 3 5 1 1- 5 1 3 5 1 0-
Stage 2 - ----- 5 0 9 4 9 6- 4 8 1 5 0 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1025 - - 1002 - - 146 183 546 129 189 583 Mov Cap-2 Maneuver - ----- 1 4 6 1 8 3- 1 2 9 1 8 9-
Stage 1 - ----- 5 0 4 5 0 2- 5 0 3 4 8 1-
Stage 2 - ----- 4 3 9 4 6 8- 4 1 1 4 9 3-

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.6 27 64.4

HCM LOS D F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 244 1025 - - 1002 - - 163
HCM Lane V/C Ratio 0.334 0.013 - - 0.038 - - 0.68
HCM Control Delay (s) 27 8.6 0 - 8.7 0 - 64.4
HCM Lane LOS D A A - A A - F
HCM 95th %tile Q(veh) 1.4 0 - - 0.1 - - 4
HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 6: MLK Jr Boulevard & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 465 33 69 421 244 47 174 135 199 108 71 Future Volume (veh/h) 47 465 33 69 421 244 47 174 135 199 108 71 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 50 495 35 73 448 260 50 185 144 212 115 76 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 666444222555
Cap, veh/h 286 1136 80 361 744 429 578 412 320 456 433 286 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 717 3260 230 860 2137 1231 1190 974 758 1025 1025 677 Grp Volume(v), veh/h 50 261 269 73 366 342 50 0 329 212 0 191 Grp Sat Flow(s),veh/h/ln 717 1721 1770 860 1749 1619 1190 0 1732 1025 0 1702 Q Serve(g_s), s 2.8 5.2 5.2 3.2 7.7 7.8 1.3 0.0 6.0 8.3 0.0 3.2 Cycle Q Clear(g_c), s 10.5 5.2 5.2 8.4 7.7 7.8 4.5 0.0 6.0 14.3 0.0 3.2 Prop In Lane 1.00 0.13 1.00 0.76 1.00 0.44 1.00 0.40
Lane Grp Cap(c), veh/h 286 599 616 361 609 564 578 0 732 456 0 719 V/C Ratio(X) 0.17 0.43 0.44 0.20 0.60 0.61 0.09 0.00 0.45 0.46 0.00 0.27 Avail Cap(c_a), veh/h 515 1148 1180 642 1182 1095 1013 0 1365 831 0 1342 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.3 11.1 11.2 14.4 12.0 12.0 9.8 0.0 9.2 14.3 0.0 8.4 Incr Delay (d2), s/veh 0.3 0.5 0.5 0.3 1.0 1.1 0.1 0.0 0.4 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.5 1.5 0.5 2.3 2.2 0.3 0.0 1.6 1.6 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.6 11.6 11.6 14.6 12.9 13.0 9.9 0.0 9.6 15.0 0.0 8.6 LnGrp LOS BBBBBBAAABAA
Approach Vol, veh/h 580 781 379 403
Approach Delay, s/veh 12.1 13.1 9.6 11.9
Approach LOS BBAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 23.7 20.8 23.7 20.8
Change Period (Y+Rc), s 4.9 5.3 4.9 * 5.3
Max Green Setting (Gmax), s 35.1 29.7 35.1 * 30
Max Q Clear Time (g_c+I1), s 8.0 12.5 16.3 10.4
Green Ext Time (p_c), s 2.2 3.0 1.9 4.6
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project PM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations
Traffic Volume (vph) 11 124 806 35 20 163 779 202 18 94 215 348 Future Volume (vph) 11 124 806 35 20 163 779 202 18 94 215 348 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1736 3448 1719 3323 1719 3090
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1736 3448 1719 3323 1719 3090
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 12 132 857 37 21 173 829 215 19 100 229 370 RTOR Reduction (vph) 003000 2 1000 1 4 80
Lane Group Flow (vph) 0 144 891 0 0 194 1023 0 0 119 451 0 Confl. Peds. (#/hr) 2 2 4
Heavy Vehicles (%) 4% 4% 4% 4% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot Prot NA Prot Prot NA Prot Prot NA
Protected Phases 7 7 4 3 3 8 5 5 2
Permitted Phases
Actuated Green, G (s) 9.5 31.1 11.0 32.6 8.4 19.4
Effective Green, g (s) 9.5 31.1 11.0 32.6 8.4 19.4
Actuated g/C Ratio 0.11 0.35 0.12 0.37 0.09 0.22
Clearance Time (s) 4.2 4.9 4.2 4.9 4.2 4.9
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 186 1210 213 1222 162 676
v/s Ratio Prot 0.08 0.26 c0.11 c0.31 0.07 c0.15
v/s Ratio Perm
v/c Ratio 0.77 0.74 0.91 0.84 0.73 0.67
Uniform Delay, d1 38.5 25.2 38.3 25.6 39.0 31.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.0 2.4 38.0 5.2 15.8 2.5
Delay (s) 56.5 27.5 76.3 30.7 54.8 34.1
Level of Service E C E C D C
Approach Delay (s) 31.6 37.9 37.6
Approach LOS C D D
Intersection Summary
HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 88.6 Sum of lost time (s) 18.2 Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2035 plus Project PM Peak 7: Elm Avenue & Jensen Avenue 05/25/2021
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 8 137 106 62
Future Volume (vph) 8 137 106 62
Ideal Flow (vphpl) 1900 1900 1900 1900
Total Lost time (s) 4.2 4.9
Lane Util. Factor 1.00 0.95
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.94
Flt Protected 0.95 1.00
Satd. Flow (prot) 1752 3294
Flt Permitted 0.95 1.00
Satd. Flow (perm) 1752 3294
Peak-hour factor, PHF 0.94 0.94 0.94 0.94
Adj. Flow (vph) 9 146 113 66
RTOR Reduction (vph) 0 0 51 0
Lane Group Flow (vph) 0 155 128 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 3% 3% 3% 3%
Turn Type Prot Prot NA
Protected Phases 1 1 6
Permitted Phases
Actuated Green, G (s) 8.9 19.9
Effective Green, g (s) 8.9 19.9
Actuated g/C Ratio 0.10 0.22
Clearance Time (s) 4.2 4.9
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 175 739
v/s Ratio Prot c0.09 0.04
v/s Ratio Perm
v/c Ratio 0.89 0.17
Uniform Delay, d1 39.3 27.7
Progression Factor 1.00 1.00
Incremental Delay, d2 37.3 0.1
Delay (s) 76.7 27.8
Level of Service E C
Approach Delay (s) 50.5
Approach LOS D
Intersection Summary
HCM 6th TWSC Cumulative Year 2035 plus Project PM Peak
1: West Avenue & Church Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 186 18 20 221 171 13 109 13 69 83 70 Future Vol, veh/h 13 186 18 20 221 171 13 109 13 69 83 70 Conflicting Peds, #/hr 0 00000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 2 5 0-- 2 5 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22888555000
Mvmt Flow 14 202 20 22 240 186 14 118 14 75 90 76

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 426 0 0 222 0 0 700 710 213 684 627 333 Stage 1 - ----- 2 4 0 2 4 0- 3 7 7 3 7 7-
Stage 2 - ----- 4 6 0 4 7 0- 3 0 7 2 5 0-
Critical Hdwy 4.12 - - 4.18 - - 7.15 6.55 6.25 7.1 6.5 6.2 Critical Hdwy Stg 1 - ----- 6.15 5.55 - 6.1 5.5 -
Critical Hdwy Stg 2 - ----- 6.15 5.55 - 6.1 5.5 -
Follow-up Hdwy 2.218 - - 2.272 - - 3.545 4.045 3.345 3.5 4 3.3 Pot Cap-1 Maneuver 1133 - - 1312 - - 350 355 820 365 403 713 Stage 1 - ----- 7 5 7 7 0 1- 6 4 9 6 1 9-
Stage 2 - ----- 5 7 6 5 5 5- 7 0 7 7 0 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1133 - - 1312 - - 250 342 819 255 388 713 Mov Cap-2 Maneuver - ----- 2 5 0 3 4 2- 2 5 5 3 8 8-
Stage 1 - ----- 7 4 6 6 9 1- 6 4 0 6 0 5-
Stage 2 - ----- 4 2 8 5 4 2- 5 6 7 6 9 4-

Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 20.4 18.8

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 250 365 1133 - - 1312 - - 255 490
HCM Lane V/C Ratio 0.057 0.363 0.012 - - 0.017 - - 0.294 0.339 HCM Control Delay (s) 20.3 20.4 8.2 0 - 7.8 0 - 24.9 16.1 HCM Lane LOS C C A A - A A - C C
HCM 95th %tile Q(veh) 0.2 1.6 0 - - 0.1 - - 1.2 1.5
HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 4: Fruit Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 370 10 50 297 39 11 30 90 73 39 7 Future Volume (veh/h) 20 370 10 50 297 39 11 30 90 73 39 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1752 1752 1752 1870 1870 1870 1678 1678 1678 Adj Flow Rate, veh/h 22 402 11 54 323 42 12 33 98 79 42 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 5 5 10 10 10 2 2 2 15 15 15
Cap, veh/h 46 524 14 91 492 64 28 60 178 111 273 52
Arrive On Green 0.03 0.30 0.30 0.05 0.32 0.32 0.02 0.15 0.15 0.07 0.20 0.20 Sat Flow, veh/h 1739 1769 48 1668 1518 197 1781 412 1223 1598 1368 261 Grp Volume(v), veh/h 22 0 413 54 0 365 12 0 131 79 0 50 Grp Sat Flow(s),veh/h/ln 1739 0 1817 1668 0 1716 1781 0 1635 1598 0 1628 Q Serve(g_s), s 0.6 0.0 9.4 1.4 0.0 8.3 0.3 0.0 3.4 2.2 0.0 1.1 Cycle Q Clear(g_c), s 0.6 0.0 9.4 1.4 0.0 8.3 0.3 0.0 3.4 2.2 0.0 1.1 Prop In Lane 1.00 0.03 1.00 0.12 1.00 0.75 1.00 0.16
Lane Grp Cap(c), veh/h 46 0 538 91 0 556 28 0 238 111 0 325 V/C Ratio(X) 0.47 0.00 0.77 0.59 0.00 0.66 0.44 0.00 0.55 0.71 0.00 0.15 Avail Cap(c_a), veh/h 192 0 1002 184 0 946 196 0 884 204 0 934 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.7 0.0 14.5 20.9 0.0 13.2 22.1 0.0 18.0 20.6 0.0 15.0 Incr Delay (d2), s/veh 7.3 0.0 2.3 6.1 0.0 1.3 10.5 0.0 2.0 8.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 3.2 0.6 0.0 2.5 0.2 0.0 1.1 0.9 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.1 0.0 16.9 27.0 0.0 14.5 32.6 0.0 20.0 28.8 0.0 15.2 LnGrp LOS C A B C A B C A B C A B
Approach Vol, veh/h 435 419 143 129
Approach Delay, s/veh 17.5 16.1 21.0 23.5
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 12.6 6.7 18.7 4.9 15.0 5.4 20.0 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3 Max Green Setting (Gmax), s * 5.8 24.5 * 5 25.0 * 5 * 26 * 5 25.0 Max Q Clear Time (g_c+I1), s 4.2 5.4 3.4 11.4 2.3 3.1 2.6 10.3 Green Ext Time (p_c), s 0.0 0.5 0.0 1.9 0.0 0.2 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Cumulative Year 2035 plus Project PM Peak 5: Walnut Avenue & Jensen Avenue 05/27/2021
Improved Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 495 4 35 395 81 10 33 32 59 27 16 Future Volume (veh/h) 12 495 4 35 395 81 10 33 32 59 27 16 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1796 1796 1796 1900 1900 1900 1826 1826 1826 Adj Flow Rate, veh/h 13 538 4 38 429 88 11 36 35 64 29 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 66777000555
Cap, veh/h 29 668 5 72 574 118 26 78 76 106 146 86
Arrive On Green 0.02 0.37 0.37 0.04 0.40 0.40 0.01 0.09 0.09 0.06 0.14 0.14 Sat Flow, veh/h 1725 1795 13 1711 1445 297 1810 885 860 1739 1079 633 Grp Volume(v), veh/h 13 0 542 38 0 517 11 0 71 64 0 46
Grp Sat Flow(s),veh/h/ln1725 0 1809 1711 0 1742 1810 0 1745 1739 0 1712 Q Serve(g_s), s 0.3 0.0 12.1 1.0 0.0 11.5 0.3 0.0 1.7 1.6 0.0 1.1 Cycle Q Clear(g_c), s 0.3 0.0 12.1 1.0 0.0 11.5 0.3 0.0 1.7 1.6 0.0 1.1 Prop In Lane 1.00 0.01 1.00 0.17 1.00 0.49 1.00 0.37
Lane Grp Cap(c), veh/h 29 0 673 72 0 692 26 0 154 106 0 232 V/C Ratio(X) 0.45 0.00 0.81 0.53 0.00 0.75 0.43 0.00 0.46 0.60 0.00 0.20 Avail Cap(c_a), veh/h 191 0 1030 189 0 992 200 0 951 193 0 933 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 12.7 21.2 0.0 11.7 22.1 0.0 19.5 20.7 0.0 17.3 Incr Delay (d2), s/veh 10.7 0.0 2.8 5.9 0.0 1.9 10.7 0.0 2.1 5.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 3.8 0.4 0.0 3.3 0.2 0.0 0.6 0.7 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 0.0 15.5 27.1 0.0 13.5 32.8 0.0 21.7 26.0 0.0 17.8 LnGrp LOS C A B C A B C A C C A B
Approach Vol, veh/h 555 555 82 110
Approach Delay, s/veh 15.9 14.5 23.2 22.6
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.0 10.0 6.1 22.1 4.8 12.1 5.0 23.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 Max Green Setting (Gmax), s* 5 24.6 * 5 25.7 * 5 24.6 * 5 25.7 Max Q Clear Time (g_c+I1), s3.6 3.7 3.0 14.1 2.3 3.1 2.3 13.5 Green Ext Time (p_c), s 0.0 0.2 0.0 2.4 0.0 0.1 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 105 25 30 74 116 118
Average Queue (ft) 13 3 7 34 54 43
95th Queue (ft) 50 16 26 58 95 74
Link Distance (ft) 2592 2523 2600 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 153 102 99 73
Average Queue (ft) 72 54 52 44
95th Queue (ft) 110 91 80 67
Link Distance (ft) 2523 2554 2606 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 25 25 31 77
Average Queue (ft) 2 1 23 42
95th Queue (ft) 15 8 40 65
Link Distance (ft) 2687 2554 2634 2600
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 67 185 87 381 31 162 109 52
Average Queue (ft) 12 80 36 107 4 46 32 14
95th Queue (ft) 41 155 74 236 21 99 72 43
Link Distance (ft) 2554 2571 2580 2606
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 72 222 52 324 29 118 73 53
Average Queue (ft) 11 89 9 116 3 42 34 13
95th Queue (ft) 44 180 35 226 18 83 62 39
Link Distance (ft) 2571 2152 2614 2569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 69 154 117 355 436 220 78 120 98 154 Average Queue (ft) 20 59 64 64 126 64 26 51 56 45
95th Queue (ft) 49 120 109 165 263 132 57 94 94 100
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 1 0211
Queuing Penalty (veh) 1 1111
Queuing and Blocking Report Cumulative Year 2035 plus Project AM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 114 248 290 348 326 268 134 96 196 160 94 118 Average Queue (ft) 37 144 158 183 123 126 58 33 79 83 49 57 95th Queue (ft) 77 224 248 295 242 221 109 76 154 143 84 102 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 2 3 1
Queuing Penalty (veh) 1 8 3
Network Summary
Network wide Queuing Penalty: 17
Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: West Avenue & Church Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 45 52 30 116 53 75
Average Queue (ft) 6 8 4 60 35 40
95th Queue (ft) 26 30 20 100 55 60
Link Distance (ft) 2592 2523 2594 2583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Fruit Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LT LTR
Maximum Queue (ft) 200 182 54 67
Average Queue (ft) 73 74 32 35
95th Queue (ft) 124 123 54 56
Link Distance (ft) 2523 2554 2606 2604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: West Avenue & Jensen Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 49 31 115 95
Average Queue (ft) 7 3 50 42
95th Queue (ft) 29 17 83 70
Link Distance (ft) 2681 2548 2628 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Fruit Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 53 242 118 220 52 118 130 71
Average Queue (ft) 24 115 36 105 12 49 46 17
95th Queue (ft) 48 193 93 187 36 102 94 48
Link Distance (ft) 2548 2571 2580 2606
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: Walnut Avenue & Jensen Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 31 368 94 231 24 50 96 79
Average Queue (ft) 5 115 31 101 3 26 36 27
95th Queue (ft) 22 259 70 195 16 48 79 60
Link Distance (ft) 2571 2152 2614 2569
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 0 0
Intersection: 6: MLK Jr Boulevard & Jensen Avenue
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 116 170 196 140 225 209 149 184 146 117 Average Queue (ft) 26 69 82 49 123 92 24 89 87 59
95th Queue (ft) 69 129 145 104 226 177 75 156 140 108
Link Distance (ft) 370 370 2582 2582 2577 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 215 75 100
Storage Blk Time (%) 1 1 11 7 1
Queuing Penalty (veh) 0 2 5 12 2
Queuing and Blocking Report Cumulative Year 2035 plus Project PM Peak Improved 05/27/2021
Improved SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: Elm Avenue & Jensen Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served UL T TR UL T TR UL T TR UL T TR
Maximum Queue (ft) 240 251 323 345 404 397 160 231 245 241 93 96 Average Queue (ft) 123 183 197 174 241 261 82 88 140 146 43 46 95th Queue (ft) 198 262 301 294 358 369 140 174 232 218 74 87 Link Distance (ft) 2582 2582 2520 2520 2555 2555 2559 2559 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205 240 250 230
Storage Blk Time (%) 2 5 6 9 0 1
Queuing Penalty (veh) 8 7 24 16 0 0
Network Summary
Network wide Queuing Penalty: 77

www.JLBtraffic.com

[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | K
(559) 570-8991

Appendix K: Signal Warrants

California MUTCD 2014 Edition Page 841
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis
COUNT DATE 09/01/2020
006 FRESNO n/a n/a CALC AB DATE 03/12/2021
DIST CO RTE KPM CHK CS DATE 3/12/21
Major St: Church Avenue Critical Approach Speed MPH
Minor St: West Avenue Critical Approach Speed MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
(Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Existing Traffic Conditions
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
WARRANT 1 - Eight Hour Vehicular Volume
50 45
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
1:00 p.m.
(336)
2:00 p.m.
(480)
38 25
165 146
155 165 146
24 (120) (84) (160) (112) 24 32 30
200 140
30 37 44
32 3038 25
155123600
(80% SHOWN IN BRACKETS)
500
(400)
150 105
106 97
82 106 97
10982

MINIMUM REQUIREMENTS
420

U R U R
8:00 a.m.9:00 a.m.10:00 a.m. 3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.

Major Street
Highest Approach 44
Minor Street

APPROACH LANES
Both Approaches 109
123
30 350
(280)
37 Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
4:00 p.m.5:00 p.m.1 2 or More
R U R
8:00 a.m.9:00 a.m.10:00 a.m.1:00 p.m.2:00 p.m.
25 30 37

FULFILLEDWARRANT
165 146
3032
165 146
32 3038 25
Yes
(60) (56)
(600) (720) (504) 82
Minor Street (42) (80)
106 97 109 123
24 155

2. INTERRUPTION OF CONTINUOUS TRAFFIC
44 75 53 100 70

REQUIREMENT
38 Major Street
Highest Approach
(420)
37 2444
106
3:00 p.m.
30 750 123 155
NoTWO WARRANTS SATISFIED
80%

1. MINIMUM VEHICULAR VOLUME
82 APPROACH LANES
Both Approaches
U
10997525 900 630
1 California MUTCD 2014 Edition Page 841
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis
COUNT DATE 09/01/2020
006 n/a n/a CALC AB DATE 3/12/2021
DIST CO RTE KPM CHK CS DATE 3/12/2021
Major St: Church Avenue Critical Approach Speed MPH
Minor St: Fruit Avenue Critical Approach Speed MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
(Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
Existing Traffic Conditions
4:00 p.m.5:00 p.m.
12:00 p.m.
1 2 or More
(336)
R U
2:00 p.m.

R
(480)
93 58
7:00 a.m.8:00 a.m.9:00 a.m.12:00 p.m.2:00 p.m.
192 159
199 192 159
58 68 49

FULFILLEDWARRANT
192 159
7783
192 159
83 7793 58
Yes
(60) (56)
(600) (720) (504) 154
Minor Street (42) (80)
164 181 157 209
79 199

2. INTERRUPTION OF CONTINUOUS TRAFFIC
80 75 53 100 70

REQUIREMENT
93 Major Street
Highest Approach
(420)
49 7980
164
3:00 p.m.
68 750 209 199
NoTWO WARRANTS SATISFIED
80%

1. MINIMUM VEHICULAR VOLUME
79 (120) (84) (160) (112) 79 83 77
200 140
68 49 80
154
83 7793 58

APPROACH LANES
Both Approaches
199209600
(80% SHOWN IN BRACKETS)
U
157181525 900 630
500
(400)
150 105
164 181
154 164 181
157154

MINIMUM REQUIREMENTS
420
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)

U R U R
7:00 a.m.8:00 a.m.9:00 a.m.

WARRANT 1 - Eight Hour Vehicular Volume
3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.
40 45
FRESNO
Major Street
Highest Approach 80
Minor Street

APPROACH LANES
Both Approaches 157
209
68 350
(280)
49 1
California MUTCD 2014 Edition Page 841
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis
COUNT DATE 09/01/2020
006 n/a n/a CALC AB DATE 03/12/2021
DIST CO RTE KPM CHK CS DATE 03/12/2021
Major St: Jensen Avenue Critical Approach Speed MPH
Minor St: West Avenue Critical Approach Speed MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
(Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
Existing Traffic Conditions
1:00 p.m.
(336)
2:00 p.m.
(480)
18 20
530 442
425 530 442
21 (120) (84) (160) (112) 21 28 20
200 140
25 25 19
28 2018 20
425374600
(80% SHOWN IN BRACKETS)
500
(400)
150 105
313 318
366 313 318
328366

MINIMUM REQUIREMENTS
420
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)

U R U R
7:00 a.m.8:00 a.m.9:00 a.m.

WARRANT 1 - Eight Hour Vehicular Volume
3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.
55 55
FRESNO
Major Street
Highest Approach 19
Minor Street

APPROACH LANES
Both Approaches 328
374
25 350
(280)
25 Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
4:00 p.m.5:00 p.m.1 2 or More
R U R
7:00 a.m.8:00 a.m.9:00 a.m.1:00 p.m.2:00 p.m.
20 25 25

FULFILLEDWARRANT
530 442
2028
530 442
28 2018 20
Yes
(60) (56)
(600) (720) (504) 366
Minor Street (42) (80)
313 318 328 374
21 425

2. INTERRUPTION OF CONTINUOUS TRAFFIC
19 75 53 100 70

REQUIREMENT
18 Major Street
Highest Approach
(420)
25 2119
313
3:00 p.m.
25 750 374 425
NoTWO WARRANTS SATISFIED
80%

1. MINIMUM VEHICULAR VOLUME
366

APPROACH LANES
Both Approaches
U
328318525 900 630
1 California MUTCD 2014 Edition Page 841
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis
COUNT DATE 09/01/2020
006 n/a n/a CALC AB DATE 03/12/2021
DIST CO RTE KPM CHK CS DATE 03/12/2021
Major St: Jensen Avenue Critical Approach Speed MPH
Minor St: Fruit Avenue Critical Approach Speed MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
(Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Existing Traffic Conditions
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
WARRANT 1 - Eight Hour Vehicular Volume
55 45
FRESNO
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
1:00 p.m.
(336)
2:00 p.m.
(480)
71 72
575 421
474 575 421
57 (120) (84) (160) (112) 57 68 56
200 140
62 39 70
68 5671 72
474430600
(80% SHOWN IN BRACKETS)
500
(400)
150 105
395 376
441 395 376
378441

MINIMUM REQUIREMENTS
420

U R U R
7:00 a.m.8:00 a.m.9:00 a.m. 3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.

Major Street
Highest Approach 70
Minor Street

APPROACH LANES
Both Approaches 378
430
62 350
(280)
39 Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
4:00 p.m.5:00 p.m.1 2 or More
R U R
7:00 a.m.8:00 a.m.9:00 a.m.1:00 p.m.2:00 p.m.
72 62 39

FULFILLEDWARRANT
575 421
5668
575 421
68 5671 72
Yes
(60) (56)
(600) (720) (504) 441
Minor Street (42) (80)
395 376 378 430
57 474

2. INTERRUPTION OF CONTINUOUS TRAFFIC
70 75 53 100 70

REQUIREMENT
71 Major Street
Highest Approach
(420)
39 5770
395
3:00 p.m.
62 750 430 474
NoTWO WARRANTS SATISFIED
80%

1. MINIMUM VEHICULAR VOLUME
441

APPROACH LANES
Both Approaches
U
378376525 900 630
1 California MUTCD 2014 Edition Page 841
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis
COUNT DATE 09/01/2020
006 n/a n/a CALC AB DATE 03/12/2021
DIST CO RTE KPM CHK CS DATE 03/12/2021
Major St: Jensen Avenue Critical Approach Speed MPH
Minor St: Walnut Avenue Critical Approach Speed MPH
Critical speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
(Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Existing Traffic Conditions
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
WARRANT 1 - Eight Hour Vehicular Volume
45 45
FRESNO
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
11:00 a.m
(336)
2:00 p.m.
(480)
50 67
734 572
585 734 572
73 (120) (84) (160) (112) 73 53 78
200 140
60 78 83
53 7850 67
585560600
(80% SHOWN IN BRACKETS)
500
(400)
150 105
516 456
522 516 456
466522

MINIMUM REQUIREMENTS
420

U R U R
7:00 a.m.8:00 a.m.9:00 a.m. 3:00 p.m.4:00 p.m.1 2 or More 5:00 p.m.

Major Street
Highest Approach 83
Minor Street

APPROACH LANES
Both Approaches 466
560
60 350
(280)
78 Hour
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of Conditions A & B SATISFIED YES NO
www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
[email protected] (559) 570 - 8991
4:00 p.m.5:00 p.m.1 2 or More
R U R
7:00 a.m.8:00 a.m.9:00 a.m.11:00 a.m.2:00 p.m.
67 60 78

FULFILLEDWARRANT
734 572
7853
734 572
53 7850 67
Yes
(60) (56)
(600) (720) (504) 522
Minor Street (42) (80)
516 456 466 560
73 585

2. INTERRUPTION OF CONTINUOUS TRAFFIC
83 75 53 100 70

REQUIREMENT
50 Major Street
Highest Approach
(420)
78 7383
516
3:00 p.m.
60 750 560 585
NoTWO WARRANTS SATISFIED
80%

1. MINIMUM VEHICULAR VOLUME
522

APPROACH LANES
Both Approaches
U
466456525 900 630
1 516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

1. West Avenue / Church Avenue

1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes

2:00 PM
Volume

3:00 PM
Volume

4:00 PM
Volume

5:00 PM
Volume
Major Street
(Total of Both Approaches)
☒ ☐ ☐
123 155 165 146
Minor Street
(Higher Volume Approach) 44 24 32 30

Satisfied: ☐ Yes ☒ No

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

2. Fruit Avenue / Church Avenue

1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes

2:00 PM
Volume

3:00 PM
Volume

4:00 PM
Volume

5:00 PM
Volume
Major Street
(Total of Both Approaches)
☒ ☐ ☐
209 199 192 159
Minor Street
(Higher Volume Approach) 80 79 83 77

Satisfied: ☐ Yes ☒ No

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

3. West Avenue / Jensen Avenue

1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes

2:00 PM
Volume

3:00 PM
Volume

4:00 PM
Volume

5:00 PM
Volume
Major Street
(Total of Both Approaches)
☒ ☐ ☐
374 425 530 442
Minor Street
(Higher Volume Approach) 19 21 28 20

Satisfied: ☐ Yes ☒ No

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

4. Fruit Avenue / Jensen Avenue

1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes

7:00 AM
Volume

2:00 PM
Volume

3:00 PM
Volume

4:00 PM
Volume
Major Street
(Total of Both Approaches)
☒ ☐ ☐
441 430 474 575
Minor Street
(Higher Volume Approach) 71 70 57 68

Satisfied: ☐ Yes ☒ No

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

5. Walnut Avenue / Jensen Avenue

1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes

2:00 PM
Volume

3:00 PM
Volume

4:00 PM
Volume

5:00 PM
Volume
Major Street
(Total of Both Approaches)
☒ ☐ ☐
560 585 734 572
Minor Street
(Higher Volume Approach) 83 73 53 78

Satisfied: ☐ Yes ☒ No

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

1. West Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
37 (35) VPH
Church Avenue Total of Both Approaches =
105 (179) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

2. Fruit Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
82 (79) VPH
Church Avenue Total of Both Approaches =
154 (192) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

3. West Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
18 (27) VPH
Jensen Avenue Total of Both Approaches =
374 (530) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

4. Fruit Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
76 (55) VPH
Jensen Avenue Total of Both Approaches =
441 (582) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

5. Walnut Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Walnut
Avenue
Highest
Approach
Volume =
61 (48) VPH
Jensen Avenue Total of Both Approaches =
527 (733) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

1. West Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Minor Street
Highest
Approach
Volume =
99 (41) VPH
Major Street Total of Both Approaches =
174 (298) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

2. Fruit Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
121 (85) VPH
Church Avenue Total of Both Approaches =
238 (345) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

3. West Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
26 (43) VPH
Jensen Avenue Total of Both Approaches =
404 (538) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

4. Fruit Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
80 (90) VPH
Jensen Avenue Total of Both Approaches =
516 (611) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

5. Walnut Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Walnut
Avenue
Highest
Approach
Volume =
61 (48) VPH
Jensen Avenue Total of Both Approaches =
604 (796) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

1. West Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
156 (63) VPH
Church Avenue Total of Both Approaches =
208 (377) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

2. Fruit Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
121 (80) VPH
Church Avenue Total of Both Approaches =
313 (452) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

3. West Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
39 (81) VPH
Jensen Avenue Total of Both Approaches =
485 (587) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

4. Fruit Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
80 (90) VPH
Jensen Avenue Total of Both Approaches =
554 (661) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

5. Walnut Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Walnut
Avenue
Highest
Approach
Volume =
69 (56) VPH
Jensen Avenue Total of Both Approaches =
660 (871) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 No Project Traffic Conditions

1. West Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
219 (181) VPH
Church Avenue Total of Both Approaches =
426 (510) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 No Project Traffic Conditions

2. Fruit Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
111 (128) VPH
Church Avenue Total of Both Approaches =
431 (575) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 No Project Traffic Conditions

3. West Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
156 (127) VPH
Jensen Avenue Total of Both Approaches =
524 (682) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 No Project Traffic Conditions

4. Fruit Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
111 (85) VPH
Jensen Avenue Total of Both Approaches =
581 (757) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 No Project Traffic Conditions

5. Walnut Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Walnut
Avenue
Highest
Approach
Volume =
85 (94) VPH
Jensen Avenue Total of Both Approaches =
666 (959) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 plus Project Traffic Conditions

1. West Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Met

PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
310 (187) VPH
Church Avenue Total of Both Approaches =
474 (629) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 plus Project Traffic Conditions

2. Fruit Avenue / Church Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
150 (130) VPH
Church Avenue Total of Both Approaches =
515 (728) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 plus Project Traffic Conditions

3. West Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Not Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
West Avenue
Highest
Approach
Volume =
164 (127) VPH
Jensen Avenue Total of Both Approaches =
554 (690) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 plus Project Traffic Conditions

4. Fruit Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Fruit Avenue
Highest
Approach
Volume =
113 (116) VPH
Jensen Avenue Total of Both Approaches =
656 (786) VPH

516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991

Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 plus Project Traffic Conditions

5. Walnut Avenue / Jensen Avenue
AM (PM) Peak Hour

AM Peak Hour – Signal Warrant is Not Met

PM Peak Hour – Signal Warrant is Met

Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Walnut
Avenue
Highest
Approach
Volume =
85 (94) VPH
Jensen Avenue Total of Both Approaches =
743 (1022) VPH