Cities Index.
Exhibit L - Environmental Assessment No. T-6376-P21-05373-P23-05090 [4-24-2025]

Fresno City Council
June 26, 2025

Document
Exhibit L - Environmental Assessment No. T-6376-P21-05373-P23-05090 [4-24-2025]
Meeting
June 26, 2025
Body
Fresno City Council
Pages
741
Original file
112.3 MB
Text extracted from the city's file for reading and search. Open the original on legistar2.granicus.com. That file is the official record.

01/01/2021 thru 12/31/2021
Report Run On: 12/09/2022
Total Count: 4665
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd BUTLER/ CEDAR Distance (ft) 7.00 Direction N Secondary Rd BUTLER NCIC 1005 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00E Type 0 CalTrans Badge P1731 Collision Date 20211205 Time 1939 Day SUN Primary Collision Factor R-O-W PED Violation 21950A Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20220218 Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPED Lighting DARK - ST Ped ActionX-WLK AT Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 21 M H LFT TURN E I 1199 - 2016 - 3 N - M K
2 PED 66 F H PROC ST N N 6000 - - - N - - - PED SERIOUS 66 F 9 - - P 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 BYRD AVE Distance (ft) 60.0 Direction W Secondary Rd CLARA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00F Type 0 CalTrans Badge P1689 Collision Date 20211119 Time 1524 Day FRI Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211122 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK RGT TURN W A 0100 HYUND 2008 - - N - - - 2 PRKD 998 - PARKED - A 0100 VOLKS 2006 - - 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 CALAVERAS ST Distance (ft) 0.00 Direction Secondary Rd CAMBRIDGE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist CENTR Beat 00G Type 0 CalTrans Badge P1402 Collision Date 20210413 Time 1556 Day TUE Primary Collision Factor DRVR ALC|DRG Violation 23152B Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210419 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 68 M B HBD-UI BACKING - A 0100 CHRYS 2006 - 3 A N M - 2 DRVR 26 F B HNBD PARKED S A 0100 KIA 2021 - 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 CALAVERAS ST Distance (ft) 338. Direction N Secondary Rd MCKENZIE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat 00B Type 0 CalTrans Badge P1888 Collision Date 20211003 Time 2030 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211011 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 M H IMP UNK IMP UNK PARKING S A 0100 FORD 2012 - 3 N - - - 2 PRKD 998 - PARKED S - 9900 TOYOT 2007 - 3 N - - -
3 PRKD 998 - PARKED S - 9900 FORD 1989 - 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 CALIFORNIA AVE Distance (ft) 45.0 Direction E Secondary Rd ARMSTRONG AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1655 Collision Date 20210904 Time 1239 Day SAT Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211004 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 34 F O HNBD U-TURN E A 0100 - 2017 - 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

Page 127 ends

01/01/2021 thru 12/31/2021
Report Run On: 12/09/2022
Total Count: 4665
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd CHURCH AVE Distance (ft) 25.0 Direction E Secondary Rd FOWLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P2042 Collision Date 20210814 Time 1333 Day SAT Primary Collision Factor IMPROP TURN Violation 22100B Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210819 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1 DRVR 40 M H HNBD LFT TURN S J 4800 CHEVR 2019 - 3 N - M C 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 AVE Distance (ft) 0.00 Direction Secondary Rd FRUIT AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00E Type 0 CalTrans Badge P1541 Collision Date 20211024 Time 0912 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20211028 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 DUSK/DAWNPed Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 24 M H HBD-UNK PROC ST N A 0100 BMW 2002 - - N - L - DRVR POSSIBL 24 M 1 0 L - 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 AVE Distance (ft) 125. Direction E Secondary Rd MANILA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00G Type 0 CalTrans Badge P1387 Collision Date 20210617 Time 0956 Day THU Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210624 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 55 F H HNBD PROC ST E D 2200 CHEVR 2007 - 3 N - M G 2 DRVR 39 M A HNBD PARKED E D 2200 FORD 2017 - 3 N - M H 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 AVE Distance (ft) 30.0 Direction E Secondary Rd MAPLE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00F Type 0 CalTrans Badge P1452 Collision Date 20210606 Time 1400 Day SUN Primary Collision Factor OTHER IMPROP DRV Violation Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211028 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1 DRVR 39 F H HNBD PROC ST E I 1900 NEWFL 2006 - 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 AVE Distance (ft) 24.0 Direction W Secondary Rd MAPLE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat Type 0 CalTrans Badge P1213 Collision Date 20210722 Time 2140 Day THU Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20210806 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 - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 26 M H HBD-UI LFT TURN W D 2200 CHEVR 2002 - - A - M G PASS POSSIBL 41 M 3 0 M - 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

Page 171 ends

01/01/2021 thru 12/31/2021
Report Run On: 12/09/2022
Total Count: 4665
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd E HAMILTON AVE Distance (ft) 360. Direction E Secondary Rd CHANCE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist CE Beat 00G Type 0 CalTrans Badge P1879 Collision Date 20211015 Time 0810 Day FRI Primary Collision Factor OTHER IMPROP DRV Violation Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20211108 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithPED Lighting DAYLIGHT Ped Action NOT IN RD Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 85 F W IMP UNK IMP UNK PROC ST N A 0100 LEXUS 2018 - 3 F - M - 2 PED 49 M B HNBD STOPPED S N 6000 - - 3 N - - - PED POSSIBL 49 M 9 - - - 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 E HAMILTON AVE Distance (ft) 12.0 Direction E Secondary Rd S FOWLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1781 Collision Date 20210716 Time 1730 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210830 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 20 M H HBD-UI LFT TURN S A 0100 NISSA 2014 - - A - 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 E HERNDON AVE Distance (ft) 180. Direction E Secondary Rd N BLACKSTONE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist NE Beat 00C Type 0 CalTrans Badge P1979 Collision Date 20210528 Time 0238 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20211011 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - HBD-UNK PROC ST E A 0100 HONDA 2008 - - N - L - 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 E HERNDON AVE Distance (ft) 0.00 Direction Secondary Rd N CHESTNUT AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist NORTH Beat 00B Type 0 CalTrans Badge P958 Collision Date 20211011 Time 1033 Day MON Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20211020 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 48 F W HNBD PROC ST E A 0100 TOYOT 2015 - 3 N - L G DRVR POSSIBL 48 F 1 0 L G 2 DRVR 51 F H HNBD LFT TURN N A 0100 ACURA 2019 - 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 E HERNDON AVE Distance (ft) 300. Direction E Secondary Rd N FIRST ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist NORTH Beat 00C Type 0 CalTrans Badge P1514 Collision Date 20210302 Time 1352 Day TUE Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20210413 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 42 M W HBD-NUI PROC ST E A 0100 HYUND 2004 - 3 F - M G 2 DRVR 62 F W HBD-NUI SLOWING E A 0100 KIA 2016 - 3 G - M G DRVR POSSIBL 63 F 1 0 M G 3 DRVR 19 M H HBD-NUI SLOWING E A 0100 CHEVR 2005 - 3 G - M G 4 DRVR 43 F H E A 0100 MERCE 2015 - - - - 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

Page 228 ends

01/01/2021 thru 12/31/2021
Report Run On: 12/09/2022
Total Count: 4665
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd H ST Distance (ft) 40.0 Direction S Secondary Rd VENTURA ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat Type 0 CalTrans Badge P1949 Collision Date 20210814 Time 2313 Day SAT Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210830 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 M A HBD-UNK RAN OFF RD N A 0100 HONDA 2013 - 3 A - M - 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 HAMILTON AVE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist S/E Beat Type 0 CalTrans Badge P1748 Collision Date 20211026 Time 1712 Day TUE Primary Collision Factor STOP SGN|SIG Violation 22450 Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20211129 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 25 F O HNBD PROC ST W A 0100 HONDA 2005 - 3 N - M G DRVR POSSIBL 25 F 1 0 M G 2 DRVR 35 F O HNBD LFT TURN N A 0100 TOYOT 2016 - 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 HAMILTON AVE Distance (ft) 945. Direction W Secondary Rd MAPLE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00E Type 0 CalTrans Badge P1322 Collision Date 20210504 Time 1639 Day TUE Primary Collision Factor IMPROP TURN Violation 22107 Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210526 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 F H HBD-UNK LFT TURN W A 0100 NISSA 2019 - 3 N - M G 2 DRVR 48 F W HNBD PROC ST E A 0100 HYUND 2019 - 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 HAMILTON AVE Distance (ft) 50.0 Direction E Secondary Rd ORANGE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00E Type 0 CalTrans Badge P1737 Collision Date 20211019 Time 0600 Day TUE Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211103 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 68 F H PROC ST W A 0100 CHEVR 1996 - 3 N - M C
2 PRKD 998 - PARKED - A 0100 HONDA 2012 - - 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 HAMPTON WAY Distance (ft) 45.0 Direction E Secondary Rd EFFIE ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge P1601 Collision Date 20210506 Time 0700 Day THU Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210517 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - HNBD LFT TURN E A 0700 GMC 2017 - 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

Page 323 ends

01/01/2022 thru 12/31/2022
Report Run On: 12/01/2023
Total Count: 4806
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd ANNADALE AVE Distance (ft) 308. Direction W Secondary Rd TUPMAN ST NCIC 1005 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat 00F Type 0 CalTrans Badge P1709 Collision Date 20220925 Time 0610 Day SUN Primary Collision Factor WRONG SIDE Violation 21651B Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220927 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 DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 M H IMP UNK IMP UNK PROC ST E A 0100 CHEVR 2011 - - N - - - 2 PRKD 998 - PARKED W A 0100 HONDA 2007 - - N - - -
3 PRKD 998 - PARKED W A 0100 FORD 2001 - - 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 ANTIOCH AVE Distance (ft) 300. Direction S Secondary Rd SPRUCE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist NW Beat 05A Type 0 CalTrans Badge P2117 Collision Date 20220919 Time 1344 Day MON Primary Collision Factor NOT STATED Violation Collision Type HEAD-ON Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220921 Weather1 RAINING Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1 DRVR 53 F O HNBD PROC ST N A 0100 AUDI 2018 - 3 N - L G PASS POSSIBL 72 F 3 0 L G 2 PRKD 998 - PARKED S A 0100 MERCE 2000 - - 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 ARMSTRONG AVE Distance (ft) 0.00 Direction Secondary Rd CALIFORNIA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00G Type 0 CalTrans Badge P1765 Collision Date 20220117 Time 1725 Day MON Primary Collision Factor IMPROP TURN Violation 22107 Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 Tow Away? Y Process Date 20220125 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 NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 29 F W HNBD LFT TURN E A 0100 FORD 2018 - 3 N - L G 2 DRVR 74 M O HNBD PROC ST N A 0100 KIA 2010 - 3 N - L G DRVR POSSIBL 74 M 1 0 L G PASS POSSIBL 52 M 3 0 L G
PASS SERIOUS 22 M 6 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 ARMSTRONG AVE Distance (ft) 180. Direction N Secondary Rd FANCHER CREEK NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat Type 0 CalTrans Badge P1574 Collision Date 20220114 Time 1110 Day FRI Primary Collision Factor LANE CHANGE Violation 21658A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220119 Weather1 FOG Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 26 M H HNBD PROC ST S D 2200 TOYOT 2021 - 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 ARMSTRONG AVE Distance (ft) 0.00 Direction Secondary Rd FLORADORA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 3 Beat 00B Type 0 CalTrans Badge P1264 Collision Date 20220429 Time 1248 Day FRI Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220503 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 53 F A PROC ST E D 2200 TOYOT 2000 - 3 N - M G DRVR POSSIBL 53 F 1 0 M G 2 DRVR 35 M O PROC ST S D 2200 FORD 2019 - 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

Page 41 ends

01/01/2022 thru 12/31/2022
Report Run On: 12/01/2023
Total Count: 4806
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd FOURTH ST Distance (ft) 300. Direction N Secondary Rd WHITE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge C226 Collision Date 20220402 Time 2359 Day SAT Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220411 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 OTHER - A 0100 AUDI 2008 - 3 N - - - 2 PRKD 998 - PARKED - A 0700 NISSA 2004 - - N - - -
3 OTHR 45 F H OTHER - - 9900 - - 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 FOWLER AVE Distance (ft) 20.0 Direction S Secondary Rd BELMONT AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00B Type 0 CalTrans Badge P1625 Collision Date 20220319 Time 1816 Day SAT Primary Collision Factor DRVR ALC|DRG Violation 23152B Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220420 Weather1 RAINING Weather2 Rdwy Surface WET 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 21 M A HBD-UI PROC ST N A 0100 ACURA 2003 - 3 N - M G 2 DRVR 49 M H HNBD STOPPED N A 0100 HYUND 2020 - 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 FOWLER AVE Distance (ft) 0.00 Direction Secondary Rd CHURCH AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat G / 30 Type 0 CalTrans Badge P1298 Collision Date 20220613 Time 1521 Day MON Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220616 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 24 M W HNBD PROC ST S D 2200 CHEVR 2000 - 1 A - M G 2 DRVR 47 M B HNBD PROC ST W A 0100 GMC 1994 - 3 N - P 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 FOWLER AVE Distance (ft) 2265 Direction S Secondary Rd CLINTON AVE NCIC 1005 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00B Type 0 CalTrans Badge P1754 Collision Date 20220609 Time 2145 Day THU Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HEAD-ON Severity INJURY #Killed 0 #Injured 5 Tow Away? Y Process Date 20220615 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 33 M O HBD-UI PROC ST S A 0100 HONDA 2017 - 3 N - L G DRVR MINOR 33 M 1 0 L G 2 DRVR 50 M H HNBD PROC ST N A 0100 TOYOT 2007 - 3 N - L G DRVR MINOR 50 M 1 0 L G PASS MINOR 53 F 3 0 L G
PASS MINOR 21 F 4 0 N D
PASS MINOR 25 M 6 0 N C
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 FOWLER AVE Distance (ft) 28.0 Direction S Secondary Rd CLINTON AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 3 Beat 00B Type 0 CalTrans Badge P1264 Collision Date 20221019 Time 1423 Day WED Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20221021 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 - HBD-UNK PROC ST N A 0100 JAGUA 2020 - 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

Page 301 ends

01/01/2022 thru 12/31/2022
Report Run On: 12/01/2023
Total Count: 4806
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd H ST Distance (ft) 348. Direction S Secondary Rd E FRANKLIN AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat 00B Type 0 CalTrans Badge P2095 Collision Date 20221205 Time 2346 Day MON Primary Collision Factor LANE CHANGE Violation 21658A Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20221219 Weather1 CLOUDY 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 64 F O PROC ST N A 0100 TOYOT 2019 - - N - L G DRVR MINOR 64 F 1 0 L G 2 PRKD 998 - PARKED N F 2100 WALK 2017 - - 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 H ST Distance (ft) 0.00 Direction Secondary Rd FRESNO ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat 00D Type 0 CalTrans Badge P2117 Collision Date 20221223 Time 0320 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity FATAL #Killed 1 #Injured 0 Tow Away? Y Process Date 20221226 Weather1 FOG Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 M B IMP UNK IMP UNK RAN OFF RD S A 0100 KIA 2020 - - N - L G DRVR KILLED 998 - 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 H ST Distance (ft) 78.0 Direction N Secondary Rd PALM AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat BAKER Type 0 CalTrans Badge P2052 Collision Date 20220320 Time 0500 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220822 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 - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST - A 0100 CHRYS 2005 - 3 A - L - 2 DRVR 26 F W PROC ST S A 0100 DODGE 2011 - 3 N - M C
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 HAMILTON AVE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 03G Type 0 CalTrans Badge P2055 Collision Date 20221202 Time 1714 Day FRI Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20230105 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 - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 41 M H HBD-UI PROC ST N A 0100 HONDA 1999 - 3 A - - - 2 DRVR 30 M O HNBD LFT TURN S A 0700 TESLA 2022 - 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 HAMILTON AVE Distance (ft) 100. Direction W Secondary Rd CHANCE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge C226 Collision Date 20220513 Time 2000 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220530 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 DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST W A 0100 HONDA 2005 - 3 N - - - 2 PRKD 998 - PARKED - A 0100 NISSA 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

Page 352 ends

01/01/2022 thru 12/31/2022
Report Run On: 12/01/2023
Total Count: 4806
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd HAMILTON AVE Distance (ft) 300. Direction W Secondary Rd CHANCE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat Type 0 CalTrans Badge P1748 Collision Date 20221101 Time 1750 Day TUE Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221117 Weather1 RAINING Weather2 Rdwy Surface WET 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 50 M W HBD-UI UNS TURN E A 0100 FORD 2015 - 3 N - M G 2 PRKD 998 - PARKED E A 0100 SATUR 2003 - 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 HAMILTON AVE Distance (ft) 0.00 Direction Secondary Rd DOUGLAS AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat Type 0 CalTrans Badge P1757 Collision Date 20220429 Time 1725 Day FRI Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20220503 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 28 F H HNBD LFT TURN W A 0100 LINCO 2017 - 3 N - M G DRVR POSSIBL 28 F 1 0 M G 2 DRVR 49 M H HNBD PROC ST E A 0100 NISSA 2005 - 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 HAMILTON AVE Distance (ft) 42.0 Direction E Secondary Rd FOWLER AVE (S) NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00G Type 0 CalTrans Badge P1625 Collision Date 20220223 Time 0002 Day WED Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220323 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 - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 31 M B HNBD LFT TURN S A 0100 HYUND 2005 - 3 N - M - 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 HAMPTON WAY Distance (ft) 45.0 Direction W Secondary Rd COLLEGE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist CE Beat 00B Type 0 CalTrans Badge P1980 Collision Date 20220212 Time 0558 Day SAT Primary Collision Factor UNKNOWN Violation 20002A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220214 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 DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST - A 0100 CHEVR 2016 - - A - - - 2 PRKD 998 - PARKED - A 0100 HYUND 2011 - - 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 HAMPTON WAY Distance (ft) 0.00 Direction Secondary Rd COLLEGE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist CE Beat 00B Type 0 CalTrans Badge P2054 Collision Date 20220516 Time 0856 Day MON Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20221101 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 1 DRVR 57 F H HNBD PROC ST W A 0100 FORD 2017 - 3 N - M G DRVR POSSIBL 58 F 1 0 M G 2F DRVR 51 F W HNBD PROC ST N A 0100 KIA 2015 - 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

Page 353 ends

01/01/2022 thru 12/31/2022
Report Run On: 12/01/2023
Total Count: 4806
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd S CHESTNUT AVE Distance (ft) 0.00 Direction Secondary Rd E BUTLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 2862 Beat 03F Type 0 CalTrans Badge P733 Collision Date 20220224 Time 1945 Day THU Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220325 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 FNCTNG Loc Type Ramp/Int 1F DRVR 998 M B IMP UNK IMP UNK PROC ST N A 0100 CHEVR 2007 - - A N - - 2 DRVR 31 F H HNBD STOPPED N A 0100 GMC 2021 - 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 S FOWLER Distance (ft) 0.00 Direction Secondary Rd E PITT NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P684 Collision Date 20221022 Time 1442 Day SAT Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 Tow Away? Y Process Date 20221024 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 28 M H HNBD LFT TURN E A 0100 TOYOT 2016 - 3 L N L G DRVR POSSIBL 28 M 1 0 L G 2 DRVR 32 F H HNBD PROC ST S A 0100 KIA 2018 - 3 N - L G DRVR POSSIBL 32 F 1 0 L G PASS POSSIBL 34 M 2 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 S FOWLER AVE Distance (ft) 0.00 Direction Secondary Rd E CHURCH AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 03G Type 0 CalTrans Badge C242 Collision Date 20220916 Time 1550 Day FRI Primary Collision Factor R-O-W PED Violation 21950A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20230123 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run FELONY Motor Vehicle Involved WithBICYCLE Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 M H PROC ST E - 9900 TOYOT - - O - - -
2 BICY 14 M H HBD-NUI SLOWING N L 0400 - - - N - - - BICY MINOR 14 M 9 0 - - 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 S LILY AVE Distance (ft) 50.0 Direction S Secondary Rd E REVEREND NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 0SW Type 0 CalTrans Badge P2067 Collision Date 20220611 Time 1807 Day SAT Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221125 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 M H PROC ST N - 9900 - - - A - - -
2 PRKD 998 - PARKED - A 0100 CADIL 2017 - 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 S PEACH AVE Distance (ft) 0.00 Direction Secondary Rd E OLIVE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00D Type 0 CalTrans Badge P1916 Collision Date 20220706 Time 1901 Day WED Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20230519 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 44 M H IMP UNK IMP UNK PROC ST N A 0100 FORD 2012 - 3 A - M - 2 DRVR 33 M A IMP UNK IMP UNK STOPPED N A 0100 SUBAR 2013 - 3 N - M G 3 DRVR 39 F IMP UNK IMP UNK STOPPED N A 0100 HONDA 2013 - 3 N - M G 4 DRVR 62 M B IMP UNK IMP UNK STOPPED N A 0100 HYUND 2013 - 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

Page 568 ends

Case Listing

Page 140 ends

Report run on: 8/27/2024 242235 Av. 2023 - Av. Aug 26, 2024 Crashes in the City of Fresno, Fresno Co.

Total Count: 7,130
City FRESNO County FRESNO Population 7 Rpt Dist Beat 183 Type 1 CalTrans Dist Badge 018746Crash Date 20230208 Time 0810 Day WED Primary Crash Factor UNSAFE SPEED Violation 22350 Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230215 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.75297 Longitude 119.70275 Local Rpt # 9435-2023-00489 Case ID 91995482 SR-180 500 W CLOVIS AVENUE 9435 Y

WESTBOUND
Primary Rd Distance(ft) Direction Secondary Rd NCIC State Hwy? Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 44 F A HNBD PROC ST W A 0700 TOYT 2004 - 3 N - M G 2 DRVR 40 F H HNBD PROC ST W A 0700 KIA 2021 - 3 N - M G City FRESNO County FRESNO Population 7 Rpt Dist Beat Type CalTrans Dist BadgeP959 Crash Date 20230208 Time 0905 Day WED Primary Crash Factor UNSAFE SPEED Violation 22350 Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230209 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and RunMISDEMEANOR Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.73218 Longitude 119.73635 Local Rpt # 2302080357 Case ID 81990358 Primary Rd CHESTNUT AVE Distance(ft)325 Direction S Secondary Rd LANE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 998 - IMP UNK IMP UNK PROC ST N A 0700 GMC 2003 - 3 N - - - 2 DRVR 30 F B HNBD STOPPED N I 1900 GILLI 2012 - 3 N - P G City FRESNO County FRESNO Population 7 Rpt Dist 3 Beat Type CalTrans Dist BadgeP1601Crash Date 20230208 Time 1249 Day WED Primary Crash Factor STOP SGN|SIG Violation 22450A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20230210 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.71360 Longitude 119.68357 Local Rpt # 2302080650 Case ID 81991286 Primary Rd CHURCH AVE Distance(ft)I Direction Secondary Rd FOWLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 16 M H HNBD PROC ST E A 0100 LEXUS 2006 - 3 A 0 - M G DRVR MINOR 16 M 1 M G 0 2 DRVR 31 F H HNBD LFT TURN W I 1100 FORD 2020 - 3 N - L G

Page 140 of 2274 ends

Case Listing

Page 311 ends

Report run on: 8/27/2024 242235 Av. 2023 - Av. Aug 26, 2024 Crashes in the City of Fresno, Fresno Co.

Total Count: 7,130
City FRESNO County FRESNO Population 7 Rpt Dist SOUTH Beat 00D Type CalTrans Dist BadgeP1461Crash Date 20230318 Time 1218 Day SAT Primary Crash Factor IMPROP TURN Violation 22107 Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20230412 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.74146 Longitude 119.80196 Local Rpt # 2303180512 Case ID 82030153 Primary Rd H ST Distance(ft)I Direction Secondary Rd SACRAMENTO ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1 DRVR 66 F W HNBD PROC ST N A 0100 HONDA 1994 - - N - L G DRVR SERIOUS 66 F 1 L G 0 PASS MINOR 8 F 6 M G 0
2F DRVR 22 F O HNBD U-TURN N A 0100 BMW 2020 - - A 0 - M G City FRESNO County FRESNO Population 7 Rpt Dist Beat 410 Type 1 CalTrans Dist Badge 019263Crash Date 20230318 Time 1355 Day SAT Primary Crash Factor UNSAFE SPEED Violation 22350 Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230322 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and RunMISDEMEANOR Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.79041 Longitude 119.78418 Local Rpt # 9435-2023-01028 Case ID 92025605 Primary Rd SR-41 N/B Distance(ft)528 Direction S Secondary Rd SHAW AVE NCIC 9435 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1 DRVR 20 M H HNBD PROC ST N D 2200 TOYT 1998 - 3 A 22350 - M G 2F DRVR 68 F H HNBD SLOWING N A 0700 DODG 2011 - 3 N - M G 3 DRVR 998 - IMP UNK IMP UNK PROC ST N A 0100 UNK - 4 N - - - City FRESNO County FRESNO Population 7 Rpt Dist SOUTH Beat 03G Type CalTrans Dist BadgeP2169Crash Date 20230318 Time 1554 Day SAT Primary Crash Factor DRVR ALC|DRG Violation 23152A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20230412 Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With MV ON OTHER RD Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.72587 Longitude 119.68228 Local Rpt # 2303180693_DUPLICATE Case ID 82043512 Primary Rd HAMILTON AVE Distance(ft)I Direction Secondary Rd FOWLER AVE (N) NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 34 M A HBD-UI RGT TURN N D 2200 TOYOT 2022 - - A 0 N L - DRVR MINOR 31 F 9 - C 0 2 DRVR 31 M H HNBD STOPPED W A 0100 JEEP 2023 - 3 N - L C

Page 311 of 2274 ends

Case Listing

Page 728 ends

Report run on: 8/27/2024 242235 Av. 2023 - Av. Aug 26, 2024 Crashes in the City of Fresno, Fresno Co.

Total Count: 7,130
City FRESNO County FRESNO Population 7 Rpt Dist SW Beat 01F Type CalTrans Dist BadgeP2108Crash Date 20230628 Time 2100 Day WED Primary Crash Factor IMPROP TURN Violation 22107 Crash Type AUTO/PED Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20231018 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With PED Lighting DARK - NO ST LTS Ped Action X-WLK AT IS Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.72147 Longitude 119.81239 Local Rpt # 2306281219 Case ID 82201852 E CALIFORNIA & 70 N FRESNO ST 1005 N

FRESNO ST
Primary Rd Distance(ft) Direction Secondary Rd NCIC State Hwy? Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 56 M H HNBD LFT TURN N A 0100 FORD 2007 - 3 A 0 E M G 2 PED 35 M H HBDUNKPROC ST E N 6000 - - 3 N - - -
City FRESNO County FRESNO Population 7 Rpt Dist SOUTH Beat 00G Type CalTrans Dist BadgeP2031Crash Date 20230628 Time 2343 Day WED Primary Crash Factor DRVR ALC|DRG Violation 23152B Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20230728 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With FIXED OBJ Lighting DARK - ST LTS Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.71493 Longitude 119.68224 Local Rpt # 2306281481 Case ID 82130300 Primary Rd FOWLER AVE Distance(ft)38 Direction N Secondary Rd CHURCH AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 30 F H HBD-UI LFT TURN N A 0100 TOYOT 2018 - 3 N - L G City FRESNO County FRESNO Population 7 Rpt Dist Beat 105 Type 1 CalTrans Dist Badge 019263Crash Date 20230629 Time 0745 Day THU Primary Crash Factor LANE CHANGE Violation 21658A Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230630 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.76201 Longitude 119.83274 Local Rpt # 9435-2023-02427 Case ID 92107240 Primary Rd SR-99 S/B Distance(ft)1000 Direction S Secondary Rd MCKELVEY AVE NCIC 9435 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F DRVR 43 M H HNBD CHANG LN N A 0100 NISS 2010 - 3 N - M G 2 DRVR 59 M H HNBD PROC ST N E 2235 FORD 2000 - 3 N - M G

Page 728 of 2274 ends

Case Listing

Page 741 ends

Report run on: 8/27/2024 242235 Av. 2023 - Av. Aug 26, 2024 Crashes in the City of Fresno, Fresno Co.

Total Count: 7,130
City FRESNO County FRESNO Population 7 Rpt Dist SOUTH Beat 03G Type CalTrans Dist BadgeP2218Crash Date 20230702 Time 1212 Day SUN Primary Crash Factor R-O-W AUTO Violation 21801A Crash Type HEAD-ON Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20230717 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.72457 Longitude 119.67443 Local Rpt # 2307020523 Case ID 82118268 Primary Rd ARMSTRONG AVE Distance(ft)I Direction Secondary Rd HAMILTON AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1 DRVR 71 M O HNBD PROC ST S A 0100 TOYOT 2019 - 3 N - L G 2F DRVR 17 M A HNBD LFT TURN N A 0100 HONDA 2009 - 3 N - L G City FRESNO County FRESNO Population 7 Rpt Dist SW Beat 01B Type CalTrans Dist BadgeC252 Crash Date 20230702 Time 1316 Day SUN Primary Crash Factor UNKNOWN Violation 20002A Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230717 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and RunMISDEMEANOR Motor Veh Involved With PKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.75038 Longitude 119.78811 Local Rpt # 2307020575 Case ID 82118269 Primary Rd BELMONT AVE Distance(ft)I Direction Secondary Rd EFFIE ST NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1 DRVR 998 - PROC ST - - 9900 TOYOT 2014 - 3 A 0 F - -
2 PRKD 998 - PARKED - - 9900 NISSA 2023 - 3 M N - -
City FRESNO County FRESNO Population 7 Rpt Dist SOUTH Beat 2358 Type CalTrans Dist BadgeP1735Crash Date 20230702 Time 1555 Day SUN Primary Crash Factor PED VIOL Violation 21954A Crash Type AUTO/PED Severity INJURY # Killed 0 # Injured 1 Tow Away? N Process Date 20230728 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With PED Lighting DAYLIGHT Ped Action NOT IN X-WLK Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.76510 Longitude 119.77243 Local Rpt # 2307020729 Case ID 82130311 Primary Rd FIRST ST Distance(ft)198 Direction S Secondary Rd MCKINLEY AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy

PARTY INFO VICTIM INFO
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre
Crash
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 1F PED 63 M H HNBD OTHER E N 6000 - - 3 N - - - PED POSSIBLE 63 M 9 - P - 2 DRVR 19 M H HNBD PROC ST N A 0100 HONDA 2009 - 3 N - M G

Page 741 of 2274 ends

01/01/2019 thru 12/31/2019
Report Run On: 12/08/2022
Total Count: 7861
Include State Highways cases
County: Fresno
Primary Rd CHURCH AV Distance (ft) 182. Direction E Secondary Rd HOLT AV NCIC 1013 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Sanger County Fresno Population 3 Rpt Dist M120 Beat 001 Type 0 CalTrans Badge M164 Collision Date 20190806 Time 2203 Day TUE Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Process Date 20191120 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 18 M W HNBD RAN OFF RD W F 2600 FORD 2003 - 1 F - M G 2 PRKD 998 - PARKED - I 1100 FORD 2011 - 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 CHURCH AV Distance (ft) 226. Direction E Secondary Rd INDIANOLA NCIC 1013 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Sanger County Fresno Population 3 Rpt Dist M130 Beat 001 Type 0 CalTrans Badge M041 Collision Date 20190815 Time 1436 Day THU Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20191115 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 50 M A IMP UNK IMP UNK PROC ST E A 0100 NISSA 2015 - 3 N - M G 2 DRVR 43 F H HNBD STOPPED E A 0100 HONDA 2015 - 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 AVE Distance (ft) 420. Direction W Secondary Rd 9TH ST 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 021230 Collision Date 20191006 Time 1815 Day SUN Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191016 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 38 F H HBD-UI UNS TURN E A 0100 FORD 2015 - 3 A 22107 - L G 2 PRKD 998 - PARKED E A 0700 CHEVY 1997 - 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 CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG 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 020450 Collision Date 20190115 Time 2212 Day TUE Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20190124 Weather1 CLEAR Weather2 Rdwy Surface WET 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 FNCTNG Loc Type Ramp/Int 1 DRVR 26 M H HNBD STOPPED W A 0100 INFI 2003 - 3 N - M G 2F DRVR 28 M H HNBD PROC ST W A 0100 AUDI 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 CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG 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 020122 Collision Date 20190626 Time 1603 Day WED Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 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 WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 33 F A HNBD PROC ST E A 0800 DODG 1998 - 3 N - M G DRVR POSSIBL 33 F 1 0 M G 2 DRVR 20 M B HNBD PROC ST N A 0100 KIA 2010 - 3 N - L G DRVR POSSIBL 20 M 1 0 L G PASS MINOR 18 M 6 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

Page 219 ends

01/01/2019 thru 12/31/2019
Report Run On: 12/08/2022
Total Count: 7861
Include State Highways cases
County: Fresno
Primary Rd CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG 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 020095 Collision Date 20190924 Time 1800 Day TUE Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191004 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 HOLES 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 62 F O HNBD PROC ST E A 0700 LEXU 2017 - 3 N - L G 2 DRVR 20 M A HNBD PROC ST S A 0100 LEXU 2006 - 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 CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd CEDAR AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist FRESN Beat 00E Type 0 CalTrans Badge P710 Collision Date 20191228 Time 1030 Day SAT Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20191231 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 37 F H HNBD PROC ST S A 0100 TOYOT 1999 - 3 N - L G PASS POSSIBL 34 F 3 0 L G 2 DRVR 57 F H HNBD PROC ST W A 0100 NISSA 2015 - 3 N - L G 3 DRVR 55 M H HNBD STOPPED E A 0100 NISSA 2013 - 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 AVE Distance (ft) 195. Direction W Secondary Rd DICKENSON 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 019789 Collision Date 20191026 Time 2047 Day SAT Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191104 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 31 M H HNBD UNS TURN E A 0100 HONDA 2002 - 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 AVE Distance (ft) 64.0 Direction E Secondary Rd LILY AVE NCIC 1005 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1709 Collision Date 20191208 Time 0230 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20191224 Weather1 RAINING Weather2 Rdwy Surface WET 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 FNCT Loc Type Ramp/Int 1F DRVR 998 - HBD-UNK PROC ST E A 0100 BMW 2006 - - A N - - 2 PRKD 998 - PARKED - A 0100 CHEVR 2002 - - N - - -
3 PRKD 998 - PARKED - A 0100 HONDA 2007 - - 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 CHURCH AVE Distance (ft) 66.0 Direction E Secondary Rd LOTUS AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1738 Collision Date 20191204 Time 1904 Day WED Primary Collision Factor PED VIOL Violation 21954A Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20191213 Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPED Lighting DARK - ST Ped Action NOT IN X- Cntrl Dev FNCTNG Loc Type Ramp/Int 1F PED 56 M H IMP UNK IMP UNK PROC ST N N 6000 - - 3 F - - - PED POSSIBL 56 M 9 - - P 2 DRVR 40 M B PROC ST E I 2000 GILLI 2014 - 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

Page 220 ends

01/01/2020 thru 12/31/2020
Report Run On: 10/21/2021
Total Count: 8913
Include State Highways cases
County: Fresno
Primary Rd CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd ELM AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00F Type 0 CalTrans Badge P2017 Collision Date 20201028 Time 1632 Day WED Primary Collision Factor DRVR ALC|DRG Violation 23153B Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20201103 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 62 M B HBD-UI PROC ST E D 2200 CHEVR 1999 - 3 N - L G 2 DRVR 76 M O HNBD LFT TURN S A 0100 JAGUA 2015 - 3 A - L G DRVR POSSIBL 76 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 CHURCH AVE Distance (ft) 0.00 Direction Secondary Rd FOWLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1632 Collision Date 20200602 Time 2500 Day TUE Primary Collision Factor UNKNOWN Violation Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20200915 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 OBSTR ON RD Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1 DRVR 998 - OTHER - - 9900 - - - A 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 CHURCH AVE Distance (ft) 30.0 Direction E Secondary Rd FOWLER AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge P1959 Collision Date 20200626 Time 1555 Day FRI Primary Collision Factor IMPROP TURN Violation 22100B Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20200720 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 24 M A LFT TURN S A 0100 FORD 2014 - 3 A 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 AVE Distance (ft) 420. Direction W Secondary Rd JACKSON AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat Type 0 CalTrans Badge P1117 Collision Date 20200614 Time 1502 Day SUN Primary Collision Factor DRVR ALC|DRG Violation 23152B Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20200617 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 29 M H HBD-UI RAN OFF RD E A 0100 CHEVR 2014 - 3 A N L - DRVR MINOR 29 M 1 0 L - 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 AVE Distance (ft) 63.0 Direction W Secondary Rd JACKSON AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge P1982 Collision Date 20200814 Time 2340 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20200817 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 998 - IMP UNK IMP UNK PROC ST E A 0100 NISSA 2009 - 3 A 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

Page 304 ends

01/01/2021 thru 12/31/2021
Report Run On: 10/31/2022
Total Count: 10312
Include State Highways cases
County: Fresno
*Report restricted to 10000 records
Primary Rd CALAVERAS ST Distance (ft) 338. Direction N Secondary Rd MCKENZIE AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SW Beat 00B Type 0 CalTrans Badge P1888 Collision Date 20211003 Time 2030 Day SUN Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211011 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 M H IMP UNK IMP UNK PARKING S A 0100 FORD 2012 - 3 N - - - 2 PRKD 998 - PARKED S - 9900 TOYOT 2007 - 3 N - - -
3 PRKD 998 - PARKED S - 9900 FORD 1989 - 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 CALIFORNIA AVE Distance (ft) 45.0 Direction E Secondary Rd ARMSTRONG AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SOUTH Beat 00G Type 0 CalTrans Badge P1655 Collision Date 20210904 Time 1239 Day SAT Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211004 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 34 F O HNBD U-TURN E A 0100 - 2017 - 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 CALIFORNIA AVE Distance (ft) 91.0 Direction W Secondary Rd CLARA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 1E Beat 2955 Type 0 CalTrans Badge P874 Collision Date 20210512 Time 1404 Day WED Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20210514 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 21 M B HNBD LFT TURN W C 0300 HONDA 2021 - 3 A - - W DRVR MINOR 21 M 1 0 N W 2 PRKD 998 - PARKED W A 0100 TOYOT 2004 - - 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 CALIFORNIA AVE Distance (ft) 2640 Direction W Secondary Rd DICKENSON 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 020122 Collision Date 20210803 Time 1015 Day TUE Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210813 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 23 F W HNBD UNS TURN E A 0100 LINC 2004 - 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 CALIFORNIA AVE Distance (ft) 1000 Direction E Secondary Rd FLOYD 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 021544 Collision Date 20210905 Time 1540 Day SUN Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220113 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 57 M H HNBD LFT TURN W D 2200 FORD 1978 - 3 N - P C 2 DRVR 54 M W HNBD PASSING W D 2200 GMC 2016 - 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

Page 270 ends

01/01/2021 thru 12/31/2021
Report Run On: 10/31/2022
Total Count: 10312
Include State Highways cases
County: Fresno
*Report restricted to 10000 records
Primary Rd CHURCH AV Distance (ft) 8.00 Direction W Secondary Rd ACADEMY AV NCIC 1013 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Sanger County Fresno Population 3 Rpt Dist SANGE Beat 002 Type 0 CalTrans Badge M164 Collision Date 20210201 Time 0028 Day MON Primary Collision Factor R-O-W PED Violation 21950A Collision Type AUTO/PED Severity FATAL #Killed 1 #Injured 0 Tow Away? N Process Date 20210812 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run FELONY Motor Vehicle Involved WithPED Lighting DARK - ST Ped Action NOT IN X- Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 20 M H HNBD PROC ST W A 0100 - 2015 - 3 - - M G 2 PED 46 M H HBD-UI N N 6000 - - 3 N - - - PED KILLED 48 M - - P - 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 AV Distance (ft) 54.0 Direction W Secondary Rd QUALITY AV NCIC 1013 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Sanger County Fresno Population 3 Rpt Dist SANGE Beat N21 Type 0 CalTrans Badge M158 Collision Date 20210630 Time 0540 Day WED Primary Collision Factor UNKNOWN Violation Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210830 Weather1 CLEAR Weather2 Rdwy Surface DRY 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 1 DRVR 998 - IMP UNK IMP UNK RAN OFF RD S A 0100 - 2006 - - A 10851 - - - 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 AVE Distance (ft) 595. Direction W Secondary Rd 9TH ST NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat 034 Type 3 CalTrans Badge 020095 Collision Date 20211202 Time 1747 Day THU Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20211214 Weather1 CLEAR Weather2 Rdwy Surface WET 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 FNCTNG Loc Type Ramp/Int 1F DRVR 26 F H HNBD SLOWING E A 0100 HOND 2014 - 3 N - M G 2 DRVR 45 M H HNBD RGT TURN E D 2200 DODG 2008 - 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 AVE Distance (ft) 25.0 Direction W Secondary Rd ANNA ST NCIC 1005 State Hwy? Y Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist 1 Beat 00G Type 0 CalTrans Badge P1264 Collision Date 20210917 Time 1556 Day FRI Primary Collision Factor NOT DRIVER Violation Collision Type OTHER Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210927 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 HOLES Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1 DRVR 51 M W HNBD PROC ST E C 0200 BMW 2018 - 3 N - - W 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 AVE Distance (ft) 12.0 Direction E Secondary Rd ARMSTRONG 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 021299 Collision Date 20210925 Time 0745 Day SAT Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210928 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 DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1 DRVR 38 M A HNBD STOPPED W D 2200 TOYT 1998 - 3 N - M G 2F DRVR 998 - IMP UNK IMP UNK PROC ST W A 0100 HOND 2014 - 4 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

Page 346 ends

01/01/2021 thru 12/31/2021
Report Run On: 10/31/2022
Total Count: 10312
Include State Highways cases
County: Fresno
*Report restricted to 10000 records
Primary Rd FOWLER AVENUE Distance (ft) 0.00 Direction Secondary Rd FLORAL AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 040 Type 3 CalTrans Badge 021165 Collision Date 20210821 Time 1750 Day SAT Primary Collision Factor R-O-W AUTO Violation 21800A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20210827 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 22 M H HNBD PROC ST N A 0100 KIA 2011 - 3 N - M G 2 DRVR 37 M O HNBD PROC ST E A 0100 TOYT 2020 - 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 FOWLER AVENUE Distance (ft) 0.00 Direction Secondary Rd HAMILTON 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 021153 Collision Date 20210602 Time 2020 Day WED Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210609 Weather1 CLEAR Weather2 Rdwy Surface DRY 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 RGT TURN S - 9900 TOYT 2006 - 4 N - M 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 FOWLER AVENUE Distance (ft) 2640 Direction N Secondary Rd HARLAN 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 020592 Collision Date 20210628 Time 2120 Day MON Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HEAD-ON Severity FATAL #Killed 1 #Injured 2 Tow Away? Y Process Date 20210730 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 29 M H IMP UNK IMP UNK OPPOS LN S D 2200 FORD 2007 - 3 N - L G DRVR KILLED 29 M 1 0 L G 2 DRVR 34 F H HNBD PROC ST N A 0100 CHRY 2015 - 3 N - L G DRVR MINOR 34 F 1 0 L G PASS MINOR 61 M 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 FOWLER AVENUE Distance (ft) 0.00 Direction Secondary Rd HARLAN AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 146 Type 1 CalTrans Badge 014363 Collision Date 20211008 Time 0700 Day FRI Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20211020 Weather1 CLOUDY Weather2 RAINING 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 NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 60 M W HNBD PROC ST S D 2200 RAM 2018 - 3 N - M G 2 DRVR 38 M H HNBD SLOWING S A 0100 HYUN 2008 - 3 N - M G DRVR MINOR 38 M 1 0 M G PASS SERIOUS 38 M 3 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 FOWLER AVENUE Distance (ft) 0.00 Direction Secondary Rd LINCOLN 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 014363 Collision Date 20210817 Time 0745 Day TUE Primary Collision Factor WRONG SIDE Violation 21752D Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20210825 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 32 F H PROC ST S A 0100 DODG 2006 - 3 N - M G
2 DRVR 54 F H LFT TURN S A 0100 KIA 2013 - 3 N - M A
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

Page 581 ends

01/01/2022 thru 12/31/2022
Report Run On: 10/25/2023
Total Count: 10271
Include State Highways cases
County: Fresno
*Report restricted to 10000 records
Primary Rd FOWLER AVE Distance (ft) 0.00 Direction Secondary Rd FEDORA AVE NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE Beat 00B Type 0 CalTrans Badge P1940 Collision Date 20220918 Time 2115 Day SUN Primary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221107 Weather1 RAINING Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 73 F O HNBD ENT TRAF E A 0100 ACURA 2015 - 3 N - M G 2 DRVR 44 M A HBD-UI PROC ST S A 0100 TOYOT 2017 - 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 FOWLER AVE Distance (ft) 0.00 Direction Secondary Rd FLORAL AVE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 040 Type 3 CalTrans Badge 020998 Collision Date 20221105 Time 1638 Day SAT Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20221115 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 20 M H HNBD PROC ST N A 0100 HOND 2006 - 3 N - L G 2 DRVR 23 M H HNBD PROC ST E A 0100 CHEV 2015 - 3 N - L G DRVR POSSIBL 23 M 1 0 L G PASS MINOR 17 M 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 FOWLER AVE Distance (ft) 60.0 Direction N Secondary Rd FOUNTAIN WAY NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist Beat Type 0 CalTrans Badge P959 Collision Date 20220525 Time 1107 Day WED Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220526 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 34 F W HNBD PASSING N A 0700 FORD 2016 - 1 N - L G DRVR POSSIBL 34 F 1 0 L G 2 DRVR 39 M H HNBD PROC ST N D 2200 CHEVR 2010 - 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 FOWLER AVE Distance (ft) 0.00 Direction Secondary Rd HAMILTON 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 021589 Collision Date 20220504 Time 0440 Day WED Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220811 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 - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 28 M H FATG PROC ST W A 0100 HOND 2007 - 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 FOWLER AVE Distance (ft) 171. Direction S Secondary Rd KINGS CANYON NCIC 1005 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Fresno County Fresno Population 7 Rpt Dist SE / Beat 2666 Type 0 CalTrans Badge P1700 Collision Date 20220823 Time 1714 Day TUE Primary Collision Factor DRVR ALC|DRG Violation 23153A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220824 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 DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 21 M H HBD-UI PROC ST N A 0100 CHEVR 2013 - 3 N - M G PASS MINOR 3 F 4 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

Page 601 ends

www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | F
(559) 570-8991
Appendix F: Existing Traffic Conditions
HCM 7th TWSC Existing AM Peak
1: Fowler Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 128 144 509 97 63 358
Future Vol, veh/h 128 144 509 97 63 358
Conflicting Peds, #/hr 0 0 0 2 2 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 132 148 525 100 65 369
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1076 577 0 0 627 0
Stage 1 577 -----
Stage 2 499 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 242 515 - - 950 -
Stage 1 560 -----
Stage 2 608 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 225 514 - - 948 -
Mov Cap-2 Maneuver 359 -----
Stage 1 559 -----
Stage 2 566 -----
Approach WB NB SB
HCM Control Delay, s/v17.61 0 1.36

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 359 514 948 -
HCM Lane V/C Ratio - - 0.367 0.289 0.068 -
HCM Control Delay (s/veh) - - 20.7 14.8 9.1 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 1.6 1.2 0.2 -
HCM 7th AWSC Existing AM Peak
2: Armstrong Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 11.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 97 62 55 51 52 74 139 114 34 141 23 Future Vol, veh/h 27 97 62 55 51 52 74 139 114 34 141 23 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 32 114 73 65 60 61 87 164 134 40 166 27
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 10.8 10.5 11.1 11.8

HCM LOS B B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 74 139 114 27 97 62 55 51 52 34 141 LT Vol 74 0 0 27 0 0 55 0 0 34 0
Through Vol 0 139 0 0 97 0 0 51 0 0 141
RT Vol 0 0 114 0 0 62 0 0 52 0 0
Lane Flow Rate 87 164 134 32 114 73 65 60 61 40 166
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.168 0.292 0.214 0.065 0.217 0.124 0.133 0.115 0.105 0.08 0.309 Departure Headway (Hd) 6.931 6.431 5.731 7.332 6.832 6.132 7.399 6.899 6.199 7.204 6.704 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 516 556 624 487 524 581 483 517 575 496 534
Service Time 4.694 4.194 3.494 5.101 4.601 3.901 5.172 4.672 3.972 4.972 4.472 HCM Lane V/C Ratio 0.169 0.295 0.215 0.066 0.218 0.126 0.135 0.116 0.106 0.081 0.311 HCM Control Delay, s/veh 11.1 11.9 10.1 10.6 11.5 9.8 11.3 10.6 9.7 10.6 12.5 HCM Lane LOS BBBBBABBABB
HCM 95th-tile Q 0.6 1.2 0.8 0.2 0.8 0.4 0.5 0.4 0.4 0.3 1.3 HCM 7th AWSC Existing AM Peak
3: Temperance Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh14.8
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 261 73 23 183 289 61
Future Vol, veh/h 261 73 23 183 289 61
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 293 82 26 206 325 69
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh15.9 12.5 15.1

HCM LOS C B C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 23 183 261 73 289 61
LT Vol 23 0 261 0 0 0
Through Vol 0 183 0 0 289 0
RT Vol 0 0 0 73 0 61
Lane Flow Rate 26 206 293 82 325 69
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.049 0.364 0.555 0.128 0.555 0.104
Departure Headway (Hd) 6.885 6.375 6.817 5.604 6.158 5.447 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 519 563 528 639 584 657
Service Time 4.635 4.126 4.56 3.346 3.903 3.191
HCM Lane V/C Ratio 0.05 0.366 0.555 0.128 0.557 0.105
HCM Control Delay, s/veh 10 12.8 17.8 9.2 16.4 8.8
HCM Lane LOS A B C A C A
HCM 95th-tile Q 0.2 1.7 3.4 0.4 3.4 0.3
HCM 7th TWSC Existing AM Peak
4: Armstrong Avenue & California Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.9
Movement WBU WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 6 153 115 138 77 29 205
Future Vol, veh/h 6 153 115 138 77 29 205
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Free Free Free Free
RT Channelized - - None - None - None
Storage Length - 0 0 - 150 230 -
Veh in Median Storage, # - 0 - 0 - - 0
Grade, % - 0 - 0 - - 0
Peak Hour Factor 83 83 83 83 83 83 83
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 7 184 139 166 93 35 247
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 0 483 83 0 0 259 0
Stage 1 0 166 -----
Stage 2 0 317 -----
Critical Hdwy - 6.645 6.945 - - 4.145 -
Critical Hdwy Stg 1 - 5.845 - - - - -
Critical Hdwy Stg 2 - 5.445 - - - - -
Follow-up Hdwy - 3.5285 3.3285 - - 2.2285 -
Pot Cap-1 Maneuver 0 525 957 - - 1298 -
Stage 1 0 844 -----
Stage 2 0 735 -----
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 0 511 957 - - 1298 -
Mov Cap-2 Maneuver 0 582 -----
Stage 1 0 844 -----
Stage 2 0 715 -----
Approach WB NB SB
HCM Control Delay, s/v12.04 0 0.97

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 582 957 1298 -
HCM Lane V/C Ratio - - 0.317 0.145 0.027 -
HCM Control Delay (s/veh) - - 14 9.4 7.9 -
HCM Lane LOS - - B A A -
HCM 95th %tile Q(veh) - - 1.4 0.5 0.1 -
HCM 7th AWSC Existing AM Peak
6: Fowler Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 33.1
Intersection LOS D
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Vol, veh/h 10 106 125 112 59 93 60 1 130 289 57 1 Future Vol, veh/h 10 106 125 112 59 93 60 1 130 289 57 1 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 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 11 116 137 123 65 102 66 1 143 318 63 1
Number of Lanes 011101001100
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 3
HCM Control Delay, s/veh 16.3 30.6 56.9 23.5

HCM LOS C D F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 28% 100% 0% 0%
Vol Thru, % 0% 84% 0% 100% 0% 44% 0% 100% 50%
Vol Right, % 0% 16% 0% 0% 100% 28% 0% 0% 50%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 131 346 116 125 112 212 83 211 211
LT Vol 131 0 116 0 0 59 83 0 0
Through Vol 0 289 0 125 0 93 0 211 105
RT Vol 0 57 0 0 112 60 0 0 106
Lane Flow Rate 144 380 127 137 123 233 91 232 232
Geometry Grp 6 6 5 5 5 6 6 6 6
Degree of Util (X) 0.396 0.977 0.342 0.349 0.287 0.657 0.252 0.606 0.585 Departure Headway (Hd) 9.896 9.255 9.657 9.137 8.409 10.151 9.95 9.43 9.065 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 363 392 372 393 426 354 360 382 397
Service Time 7.686 7.044 7.433 6.912 6.183 7.948 7.74 7.219 6.854 HCM Lane V/C Ratio 0.397 0.969 0.341 0.349 0.289 0.658 0.253 0.607 0.584 HCM Control Delay, s/veh 19.1 71.2 17.4 16.8 14.6 30.6 16.1 25.8 24 HCM Lane LOS C F C C B DCDC
HCM 95th-tile Q 1.8 11.3 1.5 1.5 1.2 4.4 1 3.8 3.6
HCM 7th AWSC Existing AM Peak
6: Fowler Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 82 316 106
Future Vol, veh/h 82 316 106
Peak Hour Factor 0.91 0.91 0.91
Heavy Vehicles, % 3 3 3
Mvmt Flow 90 347 116
Number of Lanes 1 2 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay, s/veh

HCM LOS
HCM 7th AWSC Existing AM Peak
7: Armstrong Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh26.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 57 157 28 20 18 146 140 33 35 277 66 Future Vol, veh/h 41 57 157 28 20 18 146 140 33 35 277 66 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 53 74 204 36 26 23 190 182 43 45 360 86
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh19.5 12.6 26.2 34.9

HCM LOS C B D D
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 46% 16% 42% 9%
Vol Thru, % 44% 22% 30% 73%
Vol Right, % 10% 62% 27% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 319 255 66 378
LT Vol 146 41 28 35
Through Vol 140 57 20 277
RT Vol 33 157 18 66
Lane Flow Rate 414 331 86 491
Geometry Grp 1 1 1 1
Degree of Util (X) 0.744 0.607 0.187 0.848
Departure Headway (Hd) 6.465 6.603 7.85 6.219
Convergence, Y/N Yes Yes Yes Yes
Cap 555 543 460 579
Service Time 4.553 4.689 5.85 4.3
HCM Lane V/C Ratio 0.746 0.61 0.187 0.848
HCM Control Delay, s/veh 26.2 19.5 12.6 34.9
HCM Lane LOS D C B D
HCM 95th-tile Q 6.4 4 0.7 9.1
HCM 7th TWSC Existing PM Peak
1: Fowler Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 48 116 429 63 148 461
Future Vol, veh/h 48 116 429 63 148 461
Conflicting Peds, #/hr 0 1 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 53 129 477 70 164 512
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1353 513 0 0 547 0
Stage 1 512 -----
Stage 2 841 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 164 559 - - 1018 -
Stage 1 600 -----
Stage 2 421 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 138 559 - - 1018 -
Mov Cap-2 Maneuver 260 -----
Stage 1 600 -----
Stage 2 353 -----
Approach WB NB SB
HCM Control Delay, s/v 16 0 2.24

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 260 559 1018 -
HCM Lane V/C Ratio - - 0.205 0.231 0.162 -
HCM Control Delay (s/veh) - - 22.4 13.4 9.2 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 0.8 0.9 0.6 -
HCM 7th AWSC Existing PM Peak
2: Armstrong Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 55 46 102 46 22 38 128 61 27 100 17 Future Vol, veh/h 14 55 46 102 46 22 38 128 61 27 100 17 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 66 55 123 55 27 46 154 73 33 120 20
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 9.5 10.5 10.1 10.2

HCM LOS A B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 38 128 61 14 55 46 102 46 22 27 100 LT Vol 38 0 0 14 0 0 102 0 0 27 0
Through Vol 0 128 0 0 55 0 0 46 0 0 100
RT Vol 0 0 61 0 0 46 0 0 22 0 0
Lane Flow Rate 46 154 73 17 66 55 123 55 27 33 120
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.083 0.259 0.109 0.032 0.117 0.087 0.228 0.095 0.04 0.061 0.208 Departure Headway (Hd) 6.536 6.036 5.336 6.857 6.357 5.657 6.69 6.19 5.49 6.723 6.223 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 549 595 672 522 564 633 537 579 652 533 577
Service Time 4.269 3.769 3.069 4.596 4.096 3.396 4.426 3.926 3.226 4.46 3.96 HCM Lane V/C Ratio 0.084 0.259 0.109 0.033 0.117 0.087 0.229 0.095 0.041 0.062 0.208 HCM Control Delay, s/veh 9.9 10.9 8.7 9.8 9.9 8.9 11.4 9.6 8.5 9.9 10.6 HCM Lane LOS ABAAAABAAAB
HCM 95th-tile Q 0.3 1 0.4 0.1 0.4 0.3 0.9 0.3 0.1 0.2 0.8 HCM 7th AWSC Existing PM Peak
3: Temperance Avenue & Hamilton Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh10.3
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 103 27 35 204 206 183
Future Vol, veh/h 103 27 35 204 206 183
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 114 30 39 227 229 203
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh10.6 10.7 9.9

HCM LOS B B A
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 35 204 103 27 206 183
LT Vol 35 0 103 0 0 0
Through Vol 0 204 0 0 206 0
RT Vol 0 0 0 27 0 183
Lane Flow Rate 39 227 114 30 229 203
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.064 0.341 0.21 0.045 0.335 0.258
Departure Headway (Hd) 5.918 5.414 6.609 5.398 5.275 4.57 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 602 660 539 656 678 781
Service Time 3.688 3.184 4.401 3.19 3.034 2.329
HCM Lane V/C Ratio 0.065 0.344 0.212 0.046 0.338 0.26
HCM Control Delay, s/veh 9.1 11 11.2 8.4 10.7 8.9
HCM Lane LOS ABBABA
HCM 95th-tile Q 0.2 1.5 0.8 0.1 1.5 1
HCM 7th TWSC Existing PM Peak
4: Armstrong Avenue & California Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.1
Movement WBU WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 36 65 104 44 110 99
Future Vol, veh/h 1 36 65 104 44 110 99
Conflicting Peds, #/hr 0 0 0 0 1 1 0
Sign Control Stop Stop Stop Free Free Free Free
RT Channelized - - None - None - None
Storage Length - 0 0 - 150 230 -
Veh in Median Storage, # - 0 - 0 - - 0
Grade, % - 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 1 37 67 107 45 113 102
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 0 437 55 0 0 154 0
Stage 1 0 108 -----
Stage 2 0 329 -----
Critical Hdwy - 6.645 6.945 - - 4.145 -
Critical Hdwy Stg 1 - 5.845 - - - - -
Critical Hdwy Stg 2 - 5.445 - - - - -
Follow-up Hdwy - 3.5285 3.3285 - - 2.2285 -
Pot Cap-1 Maneuver 0 560 998 - - 1419 -
Stage 1 0 902 -----
Stage 2 0 726 -----
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 0 515 997 - - 1418 -
Mov Cap-2 Maneuver 0 570 -----
Stage 1 0 901 -----
Stage 2 0 668 -----
Approach WB NB SB
HCM Control Delay, s/v 9.9 0 4.08

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 570 997 1418 -
HCM Lane V/C Ratio - - 0.065 0.067 0.08 -
HCM Control Delay (s/veh) - - 11.8 8.9 7.8 -
HCM Lane LOS - - B A A -
HCM 95th %tile Q(veh) - - 0.2 0.2 0.3 -
HCM 7th AWSC Existing PM Peak
6: Fowler Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 13.5
Intersection LOS B
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Vol, veh/h 6 134 63 30 21 52 25 0 36 262 25 1
Future Vol, veh/h 6 134 63 30 21 52 25 0 36 262 25 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 6 141 66 32 22 55 26 0 38 276 26 1
Number of Lanes 011101001100
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 3
HCM Control Delay, s/veh 11.9 12.1 16.6 12

HCM LOS B B C B
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 21% 100% 0% 0%
Vol Thru, % 0% 91% 0% 100% 0% 53% 0% 100% 34%
Vol Right, % 0% 9% 0% 0% 100% 26% 0% 0% 66%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 36 287 140 63 30 98 16 125 184
LT Vol 36 0 140 0 0 21 16 0 0
Through Vol 0 262 0 63 0 52 0 125 62
RT Vol 0 25 0 0 30 25 0 0 122
Lane Flow Rate 38 302 147 66 32 103 17 131 194
Geometry Grp 6 6 5 5 5 6 6 6 6
Degree of Util (X) 0.076 0.555 0.296 0.124 0.053 0.213 0.034 0.246 0.339 Departure Headway (Hd) 7.182 6.613 7.234 6.728 6.019 7.44 7.261 6.754 6.284 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 495 541 494 529 590 486 490 528 567
Service Time 4.975 4.405 5.024 4.518 3.808 5.14 5.057 4.55 4.079 HCM Lane V/C Ratio 0.077 0.558 0.298 0.125 0.054 0.212 0.035 0.248 0.342 HCM Control Delay, s/veh 10.6 17.4 13.1 10.5 9.1 12.1 10.3 11.8 12.3 HCM Lane LOS B C BBABBBB
HCM 95th-tile Q 0.2 3.4 1.2 0.4 0.2 0.8 0.1 1 1.5
HCM 7th AWSC Existing PM Peak
6: Fowler Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 187 122
Future Vol, veh/h 15 187 122
Peak Hour Factor 0.95 0.95 0.95
Heavy Vehicles, % 3 3 3
Mvmt Flow 16 197 128
Number of Lanes 1 2 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay, s/veh

HCM LOS
HCM 7th AWSC Existing PM Peak
7: Armstrong Avenue & Church Avenue 11/13/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 36 23 2 13 0 32 110 4 9 54 29
Future Vol, veh/h 44 36 23 2 13 0 32 110 4 9 54 29
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 50 41 26 2 15 0 36 125 5 10 61 33
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh8.3 7.9 8.5 7.9

HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 22% 43% 13% 10%
Vol Thru, % 75% 35% 87% 59%
Vol Right, % 3% 22% 0% 32%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 146 103 15 92
LT Vol 32 44 2 9
Through Vol 110 36 13 54
RT Vol 4 23 0 29
Lane Flow Rate 166 117 17 105
Geometry Grp 1 1 1 1
Degree of Util (X) 0.203 0.147 0.022 0.124
Departure Headway (Hd) 4.405 4.53 4.726 4.278
Convergence, Y/N Yes Yes Yes Yes
Cap 816 794 758 839
Service Time 2.42 2.548 2.749 2.294
HCM Lane V/C Ratio 0.203 0.147 0.022 0.125
HCM Control Delay, s/veh 8.5 8.3 7.9 7.9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.8 0.5 0.1 0.4
Queuing and Blocking Report Existing AM Peak
Baseline 11/13/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 148 134 22 51
Average Queue (ft) 71 51 1 22
95th Queue (ft) 127 87 10 48
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 7 1
Queuing Penalty (veh) 10 1
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 31 78 53 65 62 25 86 65 65 47 59 60
Average Queue (ft) 17 35 25 22 23 21 26 33 30 15 31 12
95th Queue (ft) 39 68 47 44 50 25 53 55 59 38 51 32
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 110 77 32 93 144 31
Average Queue (ft) 48 24 21 48 65 22
95th Queue (ft) 85 50 42 73 112 39
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing AM Peak
Baseline 11/13/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement WB WB SB
Directions Served UL R L
Maximum Queue (ft) 130 89 28
Average Queue (ft) 41 27 5
95th Queue (ft) 82 54 23
Link Distance (ft) 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB WB NB NB SB SB SB
Directions Served UL T R LTR UL TR UL T TR
Maximum Queue (ft) 79 74 75 116 105 167 98 135 105
Average Queue (ft) 47 47 35 60 36 81 36 72 51
95th Queue (ft) 76 71 56 101 71 148 64 115 90
Link Distance (ft) 2491 2491 2578 1078 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 240 240
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 102 53 136 138
Average Queue (ft) 48 27 58 65
95th Queue (ft) 77 49 93 107
Link Distance (ft) 2578 2495 2635 638
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 11
Queuing and Blocking Report Existing PM Peak
Baseline 11/13/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB SB
Directions Served L R L
Maximum Queue (ft) 92 97 116
Average Queue (ft) 28 38 37
95th Queue (ft) 66 65 77
Link Distance (ft) 2565
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 30 50 45 54 60 38 49 63 66 47 90 16
Average Queue (ft) 5 26 22 30 23 11 23 30 18 17 28 6
95th Queue (ft) 22 44 42 47 42 30 44 52 38 38 58 16
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 24 32 54 104 80 81
Average Queue (ft) 21 7 26 50 38 39
95th Queue (ft) 28 19 48 81 61 63
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing PM Peak
Baseline 11/13/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement WB WB SB
Directions Served UL R L
Maximum Queue (ft) 55 34 46
Average Queue (ft) 16 13 13
95th Queue (ft) 38 25 37
Link Distance (ft) 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB WB NB NB SB SB SB
Directions Served UL T R LTR UL TR UL T TR
Maximum Queue (ft) 76 53 51 79 44 94 28 87 117
Average Queue (ft) 43 32 21 35 16 45 9 46 44
95th Queue (ft) 67 43 44 55 33 82 29 73 81
Link Distance (ft) 2491 2491 2578 1078 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 240 240
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 53 30 79 80
Average Queue (ft) 31 7 38 33
95th Queue (ft) 41 28 60 56
Link Distance (ft) 2578 2495 2635 638
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Fresno Time Analyzed AM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 461 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.82 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.27 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.6 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 52.9
Vehicle Results
Average Speed, mi/h 52.9 Percent Followers, % 52.7
Segment Travel Time, minutes 1.13 Follower Density, followers/mi/ln 4.6 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.6 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 12:15:06 10 AM.xuf
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Fresno Time Analyzed PM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 181 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.85 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.11 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 1.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 54.0
Vehicle Results
Average Speed, mi/h 54.0 Percent Followers, % 31.1
Segment Travel Time, minutes 1.11 Follower Density, followers/mi/ln 1.0 Vehicle LOS A
Facility Results
T Follower Density, followers/mi/ln LOS
1 1.0 A
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 12:16:50 10 PM.xuf
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | G
(559) 570-8991
Appendix G: Existing plus Project Traffic Conditions
HCM 7th TWSC Existing plus Project AM Peak
1: Fowler Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 128 177 511 97 77 358
Future Vol, veh/h 128 177 511 97 77 358
Conflicting Peds, #/hr 0 0 0 2 2 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 132 182 527 100 79 369
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1107 579 0 0 629 0
Stage 1 579 -----
Stage 2 528 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 232 513 - - 948 -
Stage 1 559 -----
Stage 2 590 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 212 512 - - 947 -
Mov Cap-2 Maneuver 347 -----
Stage 1 558 -----
Stage 2 540 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 18.27 0 1.62

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 347 512 947 -
HCM Lane V/C Ratio - - 0.38 0.356 0.084 -
HCM Ctrl Dly (s/v) - - 21.6 15.9 9.2 -
HCM Lane LOS - - C C A -
HCM 95th %tile Q(veh) - - 1.7 1.6 0.3 -
HCM 7th AWSC Existing plus Project AM Peak
2: Armstrong Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 11.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 97 76 53 51 52 107 149 84 34 146 23 Future Vol, veh/h 27 97 76 53 51 52 107 149 84 34 146 23 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 32 114 89 62 60 61 126 175 99 40 172 27
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 10.9 10.7 11.6 12.1

HCM LOS B B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 149 84 27 97 76 53 51 52 34 146 LT Vol 107 0 0 27 0 0 53 0 0 34 0
Through Vol 0 149 0 0 97 0 0 51 0 0 146
RT Vol 0 0 84 0 0 76 0 0 52 0 0
Lane Flow Rate 126 175 99 32 114 89 62 60 61 40 172
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.245 0.317 0.159 0.065 0.219 0.154 0.13 0.117 0.108 0.081 0.325 Departure Headway (Hd) 7.003 6.503 5.803 7.42 6.92 6.22 7.526 7.026 6.326 7.305 6.805 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 511 550 615 481 516 573 475 508 563 488 526
Service Time 4.77 4.27 3.57 5.196 4.696 3.996 5.305 4.805 4.105 5.079 4.579 HCM Lane V/C Ratio 0.247 0.318 0.161 0.067 0.221 0.155 0.131 0.118 0.108 0.082 0.327 HCM Control Delay, s/veh 12 12.3 9.7 10.7 11.6 10.1 11.4 10.7 9.9 10.7 12.9 HCM Lane LOS BBABBBBBABB
HCM 95th-tile Q 1 1.4 0.6 0.2 0.8 0.5 0.4 0.4 0.4 0.3 1.4 HCM 7th AWSC Existing plus Project AM Peak
3: Temperance Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh14.8
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 231 73 23 237 295 59
Future Vol, veh/h 231 73 23 237 295 59
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 260 82 26 266 331 66
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh14.9 14 15.4

HCM LOS B B C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 23 237 231 73 295 59
LT Vol 23 0 231 0 0 0
Through Vol 0 237 0 0 295 0
RT Vol 0 0 0 73 0 59
Lane Flow Rate 26 266 260 82 331 66
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.049 0.464 0.503 0.131 0.566 0.1
Departure Headway (Hd) 6.782 6.273 6.972 5.757 6.143 5.432 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 527 573 517 622 587 658
Service Time 4.535 4.026 4.72 3.505 3.892 3.18
HCM Lane V/C Ratio 0.049 0.464 0.503 0.132 0.564 0.1
HCM Control Delay, s/veh 9.9 14.4 16.6 9.4 16.7 8.8
HCM Lane LOS A B C A C A
HCM 95th-tile Q 0.2 2.4 2.8 0.4 3.5 0.3
HCM 7th TWSC Existing plus Project AM Peak
4: Armstrong Avenue & California Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 14 21 6 101 2 76 8 146 69 25 211 12 Future Vol, veh/h 23 14 21 6 101 2 76 8 146 69 25 211 12 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 28 17 25 7 122 2 92 10 176 83 30 254 14
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 423 593 127 0 391 524 88 269 0 0 259 0 0 Stage 1 314 314 - 0 195 195 -------
Stage 2 108 278 - 0 196 329 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 513 415 896 0 540 454 950 1285 - - 1295 - - Stage 1 668 652 - 0 785 736 -------
Stage 2 882 676 - 0 785 643 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 447 402 896 0 488 440 950 1285 - - 1295 - - Mov Cap-2 Maneuver 447 402 - 0 488 440 -------
Stage 1 653 637 - 0 779 730 -------
Stage 2 789 671 - 0 725 628 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 12.16 12.41 0.28 0.79

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1285 - - 447 402 896 488 440 950 1295 - - HCM Lane V/C Ratio 0.008 - - 0.062 0.042 0.028 0.249 0.005 0.096 0.023 - - HCM Ctrl Dly (s/v) 7.8 - - 13.6 14.3 9.1 14.8 13.2 9.2 7.8 - - HCM Lane LOS A - - BBABBAA - -
HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0.1 1 0 0.3 0.1 - - HCM 7th TWSC Existing plus Project AM Peak
5: Temperance Avenue & California Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 52 9 206 2 362 6
Future Vol, veh/h 54 52 9 206 2 362 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 86 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 63 60 10 240 2 421 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 681 421 428 0 - - 0
Stage 1 421 ------
Stage 2 260 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver 414 630 1126 ----
Stage 1 660 ------
Stage 2 781 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 410 630 1126 ----
Mov Cap-2 Maneuver 410 ------
Stage 1 654 ------
Stage 2 781 ------
Approach EB NB SB
HCM Ctrl Dly, s/v 13.37 0.34

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 1126 - 410 630 - - -
HCM Lane V/C Ratio 0.009 - 0.153 0.096 - - -
HCM Ctrl Dly (s/v) 8.2 - 15.3 11.3 - - -
HCM Lane LOS A - C B - - -
HCM 95th %tile Q(veh) 0 - 0.5 0.3 - - -
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 6: Fowler Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 10 106 127 112 68 95 60 1 130 291 60 1 Future Volume (vph) 10 106 127 112 68 95 60 1 130 291 60 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1548 1752 1737 1752 1845 1535 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1548 1752 1737 1752 1845 1535 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 116 140 123 75 104 66 1 143 320 66 1 RTOR Reduction (vph) 0 0 0 91 0 24 0 0 0 0 47 0
Lane Group Flow (vph) 0 127 140 32 75 146 0 0 144 320 19 0 Confl. Peds. (#/hr) 1 1 27 1
Turn Type Prot Prot NA Perm Prot NA Prot Prot NA Perm Prot Protected Phases 7 7 4 3 8 5 5 2 1
Permitted Phases 4 2
Actuated Green, G (s) 9.3 18.9 18.9 6.2 15.4 10.4 21.2 21.2 Effective Green, g (s) 9.3 18.9 18.9 6.2 15.4 10.4 21.2 21.2 Actuated g/C Ratio 0.13 0.26 0.26 0.09 0.21 0.14 0.29 0.29 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 224 913 403 149 368 251 539 448
v/s Ratio Prot c0.07 c0.04 0.04 c0.08 c0.08 c0.17
v/s Ratio Perm 0.02 0.01
v/c Ratio 0.57 0.15 0.08 0.50 0.40 0.57 0.59 0.04
Uniform Delay, d1 29.7 20.6 20.2 31.7 24.5 29.0 22.0 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.1 0.1 2.7 0.7 3.2 1.8 0.0
Delay (s) 33.0 20.7 20.3 34.3 25.3 32.1 23.7 18.4
Level of Service C C C C C C C B
Approach Delay (s/veh) 24.6 28.0 25.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 25.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 72.5 Sum of lost time (s) 19.0 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 6: Fowler Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 82 316 106
Future Volume (vph) 82 316 106
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.95
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1492
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1492
Peak-hour factor, PHF 0.91 0.91 0.91
Adj. Flow (vph) 90 347 116
RTOR Reduction (vph) 0 0 87
Lane Group Flow (vph) 91 347 29
Confl. Peds. (#/hr) 1 27
Turn Type Prot NA Perm
Protected Phases 1 6
Permitted Phases 6
Actuated Green, G (s) 7.6 18.4 18.4
Effective Green, g (s) 7.6 18.4 18.4
Actuated g/C Ratio 0.10 0.25 0.25
Clearance Time (s) 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 183 889 378
v/s Ratio Prot 0.05 0.10
v/s Ratio Perm 0.02
v/c Ratio 0.50 0.39 0.08
Uniform Delay, d1 30.6 22.4 20.6
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 2.1 0.3 0.1
Delay (s) 32.8 22.7 20.7
Level of Service C C C
Approach Delay (s/veh) 23.9
Approach LOS C
Intersection Summary
HCM 7th AWSC Existing plus Project AM Peak
7: Armstrong Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh26.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 46 57 157 28 20 24 146 138 33 30 261 77 Future Vol, veh/h 46 57 157 28 20 24 146 138 33 30 261 77 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 60 74 204 36 26 31 190 179 43 39 339 100
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 20 12.8 26.3 33

HCM LOS C B D D
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 46% 18% 39% 8%
Vol Thru, % 44% 22% 28% 71%
Vol Right, % 10% 60% 33% 21%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 317 260 72 368
LT Vol 146 46 28 30
Through Vol 138 57 20 261
RT Vol 33 157 24 77
Lane Flow Rate 412 338 94 478
Geometry Grp 1 1 1 1
Degree of Util (X) 0.744 0.62 0.202 0.83
Departure Headway (Hd) 6.504 6.611 7.794 6.253
Convergence, Y/N Yes Yes Yes Yes
Cap 552 544 463 574
Service Time 4.596 4.701 5.794 4.341
HCM Lane V/C Ratio 0.746 0.621 0.203 0.833
HCM Control Delay, s/veh 26.3 20 12.8 33
HCM Lane LOS D C B D
HCM 95th-tile Q 6.4 4.2 0.7 8.6
HCM 7th TWSC Existing plus Project PM Peak
1: Fowler Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 48 141 429 63 181 461
Future Vol, veh/h 48 141 429 63 181 461
Conflicting Peds, #/hr 0 1 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 53 157 477 70 201 512
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1426 513 0 0 547 0
Stage 1 512 -----
Stage 2 914 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 148 559 - - 1018 -
Stage 1 600 -----
Stage 2 389 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 119 559 - - 1018 -
Mov Cap-2 Maneuver 234 -----
Stage 1 600 -----
Stage 2 312 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 16.7 0 2.65

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 234 559 1018 -
HCM Lane V/C Ratio - - 0.228 0.28 0.198 -
HCM Ctrl Dly (s/v) - - 24.8 13.9 9.4 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 0.9 1.1 0.7 -
HCM 7th AWSC Existing plus Project PM Peak
2: Armstrong Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 55 79 50 46 22 63 136 43 27 118 17 Future Vol, veh/h 14 55 79 50 46 22 63 136 43 27 118 17 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 66 95 60 55 27 76 164 52 33 142 20
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 9.6 9.9 10.4 10.5

HCM LOS A A B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 63 136 43 14 55 79 50 46 22 27 118
LT Vol 63 0 0 14 0 0 50 0 0 27 0
Through Vol 0 136 0 0 55 0 0 46 0 0 118
RT Vol 0 0 43 0 0 79 0 0 22 0 0
Lane Flow Rate 76 164 52 17 66 95 60 55 27 33 142
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.137 0.273 0.076 0.032 0.116 0.149 0.115 0.098 0.042 0.06 0.244 Departure Headway (Hd) 6.504 6.004 5.304 6.827 6.327 5.627 6.88 6.38 5.68 6.688 6.188 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 552 600 676 525 567 637 521 561 630 536 580
Service Time 4.235 3.735 3.035 4.563 4.063 3.363 4.619 4.119 3.419 4.422 3.922 HCM Lane V/C Ratio 0.138 0.273 0.077 0.032 0.116 0.149 0.115 0.098 0.043 0.062 0.245 HCM Control Delay, s/veh 10.3 11 8.5 9.8 9.9 9.4 10.5 9.8 8.7 9.9 10.9 HCM Lane LOS BBAAAABAAAB
HCM 95th-tile Q 0.5 1.1 0.2 0.1 0.4 0.5 0.4 0.3 0.1 0.2 1 HCM 7th AWSC Existing plus Project PM Peak
3: Temperance Avenue & Hamilton Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh11.2
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 85 27 35 233 289 131
Future Vol, veh/h 85 27 35 233 289 131
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 94 30 39 259 321 146
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh10.4 11.3 11.3

HCM LOS B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 35 233 85 27 289 131
LT Vol 35 0 85 0 0 0
Through Vol 0 233 0 0 289 0
RT Vol 0 0 0 27 0 131
Lane Flow Rate 39 259 94 30 321 146
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.064 0.387 0.178 0.046 0.467 0.183
Departure Headway (Hd) 5.889 5.385 6.77 5.558 5.24 4.535 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 605 663 526 637 684 786
Service Time 3.659 3.154 4.566 3.353 2.999 2.294
HCM Lane V/C Ratio 0.064 0.391 0.179 0.047 0.469 0.186
HCM Control Delay, s/veh 9.1 11.6 11 8.6 12.6 8.3
HCM Lane LOS ABBABA
HCM 95th-tile Q 0.2 1.8 0.6 0.1 2.5 0.7
HCM 7th TWSC Existing plus Project PM Peak
4: Armstrong Avenue & California Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 6 15 1 27 17 43 21 112 20 46 111 34 Future Vol, veh/h 23 6 15 1 27 17 43 21 112 20 46 111 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 24 6 15 1 28 18 44 22 115 21 47 114 35
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 319 390 57 0 315 404 59 149 0 0 137 0 0 Stage 1 209 209 - 0 160 160 -------
Stage 2 110 180 - 0 155 244 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 608 542 994 0 612 532 991 1422 - - 1437 - - Stage 1 770 725 - 0 824 762 -------
Stage 2 881 747 - 0 829 700 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 535 516 994 0 566 506 991 1422 - - 1436 - - Mov Cap-2 Maneuver 535 516 - 0 566 506 -------
Stage 1 745 701 - 0 810 750 -------
Stage 2 809 735 - 0 782 677 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.9 10.39 1.04 1.83

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1422 - - 535 516 994 566 506 991 1436 - - HCM Lane V/C Ratio 0.015 - - 0.044 0.012 0.016 0.049 0.035 0.045 0.033 - - HCM Ctrl Dly (s/v) 7.6 - - 12 12.1 8.7 11.7 12.4 8.8 7.6 - - HCM Lane LOS A - - BBABBAA - -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 0.2 0.1 0.1 0.1 - - HCM 7th TWSC Existing plus Project PM Peak
5: Temperance Avenue & California Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 11 25 239 1 233 83
Future Vol, veh/h 29 11 25 239 1 233 83
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 32 12 28 266 1 259 92
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 580 259 351 0 - - 0
Stage 1 259 ------
Stage 2 321 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver 475 777 1202 ----
Stage 1 782 ------
Stage 2 733 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 464 777 1202 ----
Mov Cap-2 Maneuver 464 ------
Stage 1 764 ------
Stage 2 733 ------
Approach EB NB SB
HCM Ctrl Dly, s/v 12.34 0.76

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 1202 - 464 777 - - -
HCM Lane V/C Ratio 0.023 - 0.069 0.016 - - -
HCM Ctrl Dly (s/v) 8.1 - 13.3 9.7 - - -
HCM Lane LOS A - B A - - -
HCM 95th %tile Q(veh) 0.1 - 0.2 0 - - -
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 6: Fowler Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 6 134 66 30 23 57 25 36 262 28 1 15 Future Volume (vph) 6 134 66 30 23 57 25 36 262 28 1 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 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 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1568 1752 1761 1752 1845 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1568 1752 1761 1752 1845 1568 1752 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 141 69 32 24 60 26 38 276 29 1 16
RTOR Reduction (vph) 0 0 0 20 0 17 0 0 0 20 0 0
Lane Group Flow (vph) 0 147 69 12 24 69 0 38 276 9 0 17 Confl. Peds. (#/hr) 4
Turn Type Prot Prot NA Perm Prot NA Prot NA Perm Prot Prot Protected Phases 7 7 4 3 8 5 2 1 1
Permitted Phases 4 2
Actuated Green, G (s) 11.6 24.1 24.1 0.8 12.9 2.5 20.7 20.7 0.8 Effective Green, g (s) 11.6 24.1 24.1 0.8 12.9 2.5 20.7 20.7 0.8 Actuated g/C Ratio 0.18 0.37 0.37 0.01 0.20 0.04 0.32 0.32 0.01 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 312 1299 581 21 349 67 587 499 21
v/s Ratio Prot c0.08 0.02 0.01 c0.04 c0.02 c0.15 0.01
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.47 0.05 0.02 1.14 0.20 0.57 0.47 0.02 0.81
Uniform Delay, d1 23.9 13.1 13.0 32.1 21.7 30.7 17.8 15.2 32.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.0 0.0 244.5 0.3 10.6 0.6 0.0 109.0 Delay (s) 25.1 13.1 13.0 276.6 22.0 41.3 18.4 15.2 141.1 Level of Service C B B F C D B B F
Approach Delay (s/veh) 20.2 77.6 20.6
Approach LOS C E C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 6: Fowler Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 187 122
Future Volume (vph) 187 122
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.3 5.3
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.98
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1531
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1531
Peak-hour factor, PHF 0.95 0.95
Adj. Flow (vph) 197 128
RTOR Reduction (vph) 0 91
Lane Group Flow (vph) 197 37
Confl. Peds. (#/hr) 4
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 19.0 19.0
Effective Green, g (s) 19.0 19.0
Actuated g/C Ratio 0.29 0.29
Clearance Time (s) 5.3 5.3
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 1024 447
v/s Ratio Prot 0.06
v/s Ratio Perm 0.02
v/c Ratio 0.19 0.08
Uniform Delay, d1 17.2 16.7
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.1
Delay (s) 17.3 16.8
Level of Service B B
Approach Delay (s/veh) 23.3
Approach LOS C
Intersection Summary
HCM 7th AWSC Existing plus Project PM Peak
7: Armstrong Avenue & Church Avenue 12/03/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

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 50 36 23 2 13 0 32 117 4 10 62 36
Future Vol, veh/h 50 36 23 2 13 0 32 117 4 10 62 36
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 57 41 26 2 15 0 36 133 5 11 70 41
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh8.5 7.9 8.7 8.1

HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 21% 46% 13% 9%
Vol Thru, % 76% 33% 87% 57%
Vol Right, % 3% 21% 0% 33%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 153 109 15 108
LT Vol 32 50 2 10
Through Vol 117 36 13 62
RT Vol 4 23 0 36
Lane Flow Rate 174 124 17 123
Geometry Grp 1 1 1 1
Degree of Util (X) 0.215 0.158 0.023 0.147
Departure Headway (Hd) 4.448 4.606 4.801 4.3
Convergence, Y/N Yes Yes Yes Yes
Cap 808 780 746 836
Service Time 2.464 2.627 2.827 2.318
HCM Lane V/C Ratio 0.215 0.159 0.023 0.147
HCM Control Delay, s/veh 8.7 8.5 7.9 8.1
HCM Lane LOS AAAA
HCM 95th-tile Q 0.8 0.6 0.1 0.5
Queuing and Blocking Report Existing plus Project AM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 251 200 55 116
Average Queue (ft) 81 71 4 32
95th Queue (ft) 172 141 23 71
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 13 1
Queuing Penalty (veh) 23 1
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 46 79 54 41 68 48 68 92 45 43 64 93
Average Queue (ft) 21 37 32 23 28 18 30 41 23 15 33 10
95th Queue (ft) 42 63 52 37 55 38 49 74 40 34 57 39
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 118 42 31 115 124 71
Average Queue (ft) 47 19 13 51 64 27
95th Queue (ft) 83 33 37 80 102 54
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project AM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T R UL T R L L
Maximum Queue (ft) 50 24 66 84 18 60 49 41
Average Queue (ft) 18 8 15 29 1 18 2 5
95th Queue (ft) 41 25 38 54 6 35 19 24
Link Distance (ft) 1964 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB
Directions Served L R L
Maximum Queue (ft) 46 38 26
Average Queue (ft) 20 16 2
95th Queue (ft) 38 32 12
Link Distance (ft) 1680 1680
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project AM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 152 110 109 43 107 129 154 399 65 189 177 138 Average Queue (ft) 71 51 11 23 44 57 78 150 17 62 94 48 95th Queue (ft) 124 90 49 42 94 114 141 267 44 135 134 114 Link Distance (ft) 2479 2479 897 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 2
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 54
Average Queue (ft) 29
95th Queue (ft) 54
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 143 53 135 146
Average Queue (ft) 65 28 56 68
95th Queue (ft) 104 49 94 112
Link Distance (ft) 1612 2495 2635 638
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 25
Queuing and Blocking Report Existing plus Project PM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 74 130 52 93
Average Queue (ft) 27 46 4 42
95th Queue (ft) 58 87 22 75
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 30 50 53 48 74 24 49 64 20 42 56 34
Average Queue (ft) 8 26 29 24 21 9 24 34 13 17 23 7
95th Queue (ft) 28 46 45 41 49 25 41 56 27 34 45 20
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 45 33 32 98 135 79
Average Queue (ft) 22 8 17 52 52 36
95th Queue (ft) 35 24 43 83 93 63
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project PM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB SB
Directions Served L T R UL T R L L R
Maximum Queue (ft) 48 24 21 44 42 37 25 26 12
Average Queue (ft) 14 3 8 16 7 13 2 6 0
95th Queue (ft) 37 16 24 34 25 25 14 22 4
Link Distance (ft) 1970 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230 115
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB
Directions Served L R L
Maximum Queue (ft) 23 18 31
Average Queue (ft) 12 6 5
95th Queue (ft) 27 19 21
Link Distance (ft) 1672 1672
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project PM Peak Baseline 12/03/2024
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 136 68 22 60 45 85 47 239 20 52 116 50 Average Queue (ft) 73 26 1 11 16 31 16 74 7 14 59 10
95th Queue (ft) 118 56 8 30 40 69 45 148 20 39 103 35
Link Distance (ft) 2479 2479 903 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 72
Average Queue (ft) 35
95th Queue (ft) 67
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 80 30 55 68
Average Queue (ft) 36 14 34 31
95th Queue (ft) 62 36 47 43
Link Distance (ft) 1606 2495 2635 638
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed AM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 449 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.82 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.26 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.4 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 52.9
Vehicle Results
Average Speed, mi/h 52.9 Percent Followers, % 52.0
Segment Travel Time, minutes 1.13 Follower Density, followers/mi/ln 4.4 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.4 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 12:53:45 20 AM.xuf
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed PM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 196 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.85 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.12 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 1.2 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 53.9
Vehicle Results
Average Speed, mi/h 53.9 Percent Followers, % 32.6
Segment Travel Time, minutes 1.11 Follower Density, followers/mi/ln 1.2 Vehicle LOS A
Facility Results
T Follower Density, followers/mi/ln LOS
1 1.2 A
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 12:57:06 20 PM.xuf
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | H
(559) 570-8991
Appendix H: Near Term plus Project Traffic Conditions
HCM 7th TWSC Near Term plus Project AM Peak
1: Fowler Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 128 214 583 97 92 446
Future Vol, veh/h 128 214 583 97 92 446
Conflicting Peds, #/hr 0 0 0 2 2 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 132 221 601 100 95 460
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1303 653 0 0 703 0
Stage 1 653 -----
Stage 2 649 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 176 466 - - 890 -
Stage 1 516 -----
Stage 2 518 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 157 465 - - 888 -
Mov Cap-2 Maneuver 294 -----
Stage 1 515 -----
Stage 2 463 -----
Approach WB NB SB
HCM Control Delay, s/v22.29 0 1.63

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 294 465 888 -
HCM Lane V/C Ratio - - 0.449 0.475 0.107 -
HCM Control Delay (s/veh) - - 26.9 19.6 9.5 -
HCM Lane LOS - - D C A -
HCM 95th %tile Q(veh) - - 2.2 2.5 0.4 -
HCM 7th AWSC Near Term plus Project AM Peak
2: Armstrong Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 14
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 97 92 64 51 55 145 207 100 36 204 24 Future Vol, veh/h 28 97 92 64 51 55 145 207 100 36 204 24 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 33 114 108 75 60 65 171 244 118 42 240 28
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 12.3 12 14.4 15.9

HCM LOS B B B C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 145 207 100 28 97 92 64 51 55 36 204 LT Vol 145 0 0 28 0 0 64 0 0 36 0
Through Vol 0 207 0 0 97 0 0 51 0 0 204
RT Vol 0 0 100 0 0 92 0 0 55 0 0
Lane Flow Rate 171 244 118 33 114 108 75 60 65 42 240
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.358 0.477 0.207 0.075 0.245 0.212 0.175 0.131 0.129 0.094 0.497 Departure Headway (Hd) 7.545 7.045 6.345 8.241 7.741 7.041 8.369 7.869 7.169 7.957 7.457 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 478 511 566 435 464 510 429 455 500 451 482
Service Time 5.284 4.784 4.084 5.986 5.486 4.786 6.116 5.616 4.916 5.701 5.201 HCM Lane V/C Ratio 0.358 0.477 0.208 0.076 0.246 0.212 0.175 0.132 0.13 0.093 0.498 HCM Control Delay, s/veh 14.5 16.1 10.7 11.7 13 11.7 12.9 11.8 11 11.5 17.4 HCM Lane LOS B C BBBBBBBBC
HCM 95th-tile Q 1.6 2.5 0.8 0.2 1 0.8 0.6 0.4 0.4 0.3 2.7 HCM 7th AWSC Near Term plus Project AM Peak
3: Temperance Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh38.7
Intersection LOS E
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 239 128 40 346 472 63
Future Vol, veh/h 239 128 40 346 472 63
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 269 144 45 389 530 71
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh18.5 26.9 61.1

HCM LOS C D F
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 40 346 239 128 472 63
LT Vol 40 0 239 0 0 0
Through Vol 0 346 0 0 472 0
RT Vol 0 0 0 128 0 63
Lane Flow Rate 45 389 269 144 530 71
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.094 0.756 0.593 0.273 1.011 0.121
Departure Headway (Hd) 7.643 7.129 8.083 6.831 6.865 6.148 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 472 509 448 528 530 586
Service Time 5.343 4.829 5.783 4.552 4.571 3.854
HCM Lane V/C Ratio 0.095 0.764 0.6 0.273 1 0.121
HCM Control Delay, s/veh 11.1 28.7 21.9 12.1 68 9.7
HCM Lane LOS B D C B F A
HCM 95th-tile Q 0.3 6.5 3.8 1.1 14.5 0.4
HCM 7th TWSC Near Term plus Project AM Peak
4: Armstrong Avenue & California Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 62 24 47 8 109 5 78 19 226 77 34 283 25 Future Vol, veh/h 62 24 47 8 109 5 78 19 226 77 34 283 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 75 29 57 10 131 6 94 23 272 93 41 341 30
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 608 834 170 0 585 771 136 371 0 0 365 0 0 Stage 1 423 423 - 0 318 318 -------
Stage 2 185 411 - 0 267 453 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 378 301 840 0 392 327 884 1177 - - 1183 - - Stage 1 576 584 - 0 665 650 -------
Stage 2 796 591 - 0 713 566 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 314 285 840 0 313 310 884 1177 - - 1183 - - Mov Cap-2 Maneuver 314 285 - 0 313 310 -------
Stage 1 557 563 - 0 652 637 -------
Stage 2 691 579 - 0 609 546 -------
Approach EB WB NB SB
HCM Control Delay, s/v16.17 18.27 0.48 0.81

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1177 - - 314 285 840 313 310 884 1183 - - HCM Lane V/C Ratio 0.019 - - 0.238 0.102 0.067 0.42 0.019 0.106 0.035 - - HCM Control Delay (s/veh) 8.1 - - 20 19.1 9.6 24.6 16.9 9.6 8.2 - - HCM Lane LOS A - - C C A C C A A - -
HCM 95th %tile Q(veh) 0.1 - - 0.9 0.3 0.2 2 0.1 0.4 0.1 - - HCM 7th TWSC Near Term plus Project AM Peak
5: Temperance Avenue & California Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.9
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 108 118 10 288 2 576 10
Future Vol, veh/h 108 118 10 288 2 576 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 86 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 126 137 12 335 2 670 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1028 670 681 0 - - 0
Stage 1 670 ------
Stage 2 358 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver 258 455 907 ----
Stage 1 507 ------
Stage 2 705 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 255 455 907 ----
Mov Cap-2 Maneuver 255 ------
Stage 1 500 ------
Stage 2 705 ------
Approach EB NB SB
HCM Control Delay, s/v23.84 0.3

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 907 - 255 455 - - -
HCM Lane V/C Ratio 0.013 - 0.493 0.301 - - -
HCM Control Delay (s/veh) 9 - 32.1 16.3 - - -
HCM Lane LOS A - D C - - -
HCM 95th %tile Q(veh) 0 - 2.5 1.3 - - -
HCM Signalized Intersection Capacity Analysis Near Term plus Project AM Peak 6: Fowler Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 10 118 143 151 125 112 67 38 182 337 98 1 Future Volume (vph) 10 118 143 151 125 112 67 38 182 337 98 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1548 1752 1741 1752 1845 1535 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1548 1752 1741 1752 1845 1535 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 130 157 166 137 123 74 42 200 370 108 1 RTOR Reduction (vph) 0 0 0 131 0 24 0 0 0 0 73 0
Lane Group Flow (vph) 0 141 157 35 137 173 0 0 242 370 35 0 Confl. Peds. (#/hr) 1 1 27 1
Turn Type Prot Prot NA Perm Prot NA Prot Prot NA Perm Prot Protected Phases 7 7 4 3 8 5 5 2 1
Permitted Phases 4 2
Actuated Green, G (s) 8.2 15.5 15.5 8.2 15.1 11.4 23.6 23.6 Effective Green, g (s) 8.2 15.5 15.5 8.2 15.1 11.4 23.6 23.6 Actuated g/C Ratio 0.11 0.21 0.21 0.11 0.21 0.16 0.32 0.32 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 197 746 329 197 361 274 598 497
v/s Ratio Prot c0.08 0.04 0.08 c0.10 c0.14 c0.20
v/s Ratio Perm 0.02 0.02
v/c Ratio 0.72 0.21 0.11 0.70 0.48 0.88 0.62 0.07
Uniform Delay, d1 31.2 23.6 23.1 31.1 25.4 30.0 20.8 17.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.7 0.1 0.1 10.2 1.0 26.6 1.9 0.1 Delay (s) 42.9 23.7 23.2 41.3 26.4 56.7 22.7 17.1
Level of Service D C C D C E C B
Approach Delay (s/veh) 29.4 32.5 33.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 72.8 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Near Term plus Project AM Peak 6: Fowler Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 92 388 114
Future Volume (vph) 92 388 114
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.95
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1492
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1492
Peak-hour factor, PHF 0.91 0.91 0.91
Adj. Flow (vph) 101 426 125
RTOR Reduction (vph) 0 0 92
Lane Group Flow (vph) 102 426 33
Confl. Peds. (#/hr) 1 27
Turn Type Prot NA Perm
Protected Phases 1 6
Permitted Phases 6
Actuated Green, G (s) 6.9 19.1 19.1
Effective Green, g (s) 6.9 19.1 19.1
Actuated g/C Ratio 0.09 0.26 0.26
Clearance Time (s) 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 166 919 391
v/s Ratio Prot 0.06 0.12
v/s Ratio Perm 0.02
v/c Ratio 0.61 0.46 0.08
Uniform Delay, d1 31.7 22.5 20.3
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 6.6 0.4 0.1
Delay (s) 38.3 22.9 20.3
Level of Service D C C
Approach Delay (s/veh) 24.8
Approach LOS C
Intersection Summary
HCM 7th AWSC Near Term plus Project AM Peak
7: Armstrong Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh254.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 61 240 181 30 298 27 183 150 33 30 310 104 Future Vol, veh/h 61 240 181 30 298 27 183 150 33 30 310 104 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 79 312 235 39 387 35 238 195 43 39 403 135
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh334.6 173.5 191 286

HCM LOS F F F F
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 50% 13% 8% 7%
Vol Thru, % 41% 50% 84% 70%
Vol Right, % 9% 38% 8% 23%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 366 482 355 444
LT Vol 183 61 30 30
Through Vol 150 240 298 310
RT Vol 33 181 27 104
Lane Flow Rate 475 626 461 577
Geometry Grp 1 1 1 1
Degree of Util (X) 1.28 1.643 1.232 1.525
Departure Headway (Hd) 14.373 12.724 14.517 13.204
Convergence, Y/N Yes Yes Yes Yes
Cap 257 294 254 283
Service Time 12.373 10.724 12.517 11.204
HCM Lane V/C Ratio 1.848 2.129 1.815 2.039
HCM Control Delay, s/veh 191 334.6 173.5 286
HCM Lane LOS FFFF
HCM 95th-tile Q 16.2 28.8 14.9 24.3
HCM 7th TWSC Near Term plus Project PM Peak
1: Fowler Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 48 174 516 63 220 535
Future Vol, veh/h 48 174 516 63 220 535
Conflicting Peds, #/hr 0 1 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 53 193 573 70 244 594
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1692 609 0 0 643 0
Stage 1 608 -----
Stage 2 1083 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 102 493 - - 937 -
Stage 1 541 -----
Stage 2 323 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 75 493 - - 937 -
Mov Cap-2 Maneuver 179 -----
Stage 1 541 -----
Stage 2 239 -----
Approach WB NB SB
HCM Control Delay, s/v 20.5 0 2.97

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 179 493 937 -
HCM Lane V/C Ratio - - 0.298 0.393 0.261 -
HCM Control Delay (s/veh) - - 33.4 17 10.2 -
HCM Lane LOS - - D C B -
HCM 95th %tile Q(veh) - - 1.2 1.8 1 -
HCM 7th AWSC Near Term plus Project PM Peak
2: Armstrong Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 11.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 55 114 62 46 25 96 172 58 32 146 20 Future Vol, veh/h 16 55 114 62 46 25 96 172 58 32 146 20 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 19 66 137 75 55 30 116 207 70 39 176 24
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 10.7 10.8 11.8 12

HCM LOS B B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 96 172 58 16 55 114 62 46 25 32 146 LT Vol 96 0 0 16 0 0 62 0 0 32 0
Through Vol 0 172 0 0 55 0 0 46 0 0 146
RT Vol 0 0 58 0 0 114 0 0 25 0 0
Lane Flow Rate 116 207 70 19 66 137 75 55 30 39 176
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.221 0.367 0.11 0.039 0.126 0.234 0.155 0.107 0.052 0.077 0.326 Departure Headway (Hd) 6.883 6.383 5.683 7.341 6.841 6.141 7.451 6.951 6.251 7.175 6.675 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 520 562 628 486 522 582 480 513 570 498 537
Service Time 4.642 4.142 3.442 5.11 4.61 3.91 5.224 4.724 4.024 4.94 4.44 HCM Lane V/C Ratio 0.223 0.368 0.111 0.039 0.126 0.235 0.156 0.107 0.053 0.078 0.328 HCM Control Delay, s/veh 11.6 12.8 9.2 10.4 10.6 10.8 11.6 10.6 9.4 10.5 12.7 HCM Lane LOS BBABBBBBABB
HCM 95th-tile Q 0.8 1.7 0.4 0.1 0.4 0.9 0.5 0.4 0.2 0.2 1.4 HCM 7th AWSC Near Term plus Project PM Peak
3: Temperance Avenue & Hamilton Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh15.1
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 91 31 37 337 383 147
Future Vol, veh/h 91 31 37 337 383 147
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 101 34 41 374 426 163
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh11.4 15.7 15.5

HCM LOS B C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 37 337 91 31 383 147
LT Vol 37 0 91 0 0 0
Through Vol 0 337 0 0 383 0
RT Vol 0 0 0 31 0 147
Lane Flow Rate 41 374 101 34 426 163
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.071 0.592 0.208 0.059 0.655 0.22
Departure Headway (Hd) 6.201 5.695 7.419 6.199 5.545 4.838 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 579 637 484 578 655 746
Service Time 3.927 3.422 5.157 3.937 3.245 2.538
HCM Lane V/C Ratio 0.071 0.587 0.209 0.059 0.65 0.218
HCM Control Delay, s/veh 9.4 16.4 12.1 9.3 18.1 8.9
HCM Lane LOS A C B A C A
HCM 95th-tile Q 0.2 3.9 0.8 0.2 4.9 0.8
HCM 7th TWSC Near Term plus Project PM Peak
4: Armstrong Avenue & California Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.5
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 12 32 1 28 28 46 44 171 32 51 126 86 Future Vol, veh/h 50 12 32 1 28 28 46 44 171 32 51 126 86 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 52 12 33 1 29 29 47 45 176 33 53 130 89
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 428 536 65 0 444 592 89 219 0 0 210 0 0 Stage 1 235 235 - 0 268 268 -------
Stage 2 193 301 - 0 176 324 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 508 447 982 0 495 416 948 1341 - - 1350 - - Stage 1 744 707 - 0 712 684 -------
Stage 2 787 661 - 0 805 646 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 417 415 982 0 431 385 947 1341 - - 1349 - - Mov Cap-2 Maneuver 417 415 - 0 431 385 -------
Stage 1 715 679 - 0 687 660 -------
Stage 2 691 638 - 0 734 621 -------
Approach EB WB NB SB
HCM Control Delay, s/v12.67 12.03 1.39 1.51

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1341 - - 417 415 982 431 385 947 1349 - - HCM Lane V/C Ratio 0.034 - - 0.124 0.03 0.034 0.067 0.075 0.05 0.039 - - HCM Control Delay (s/veh) 7.8 - - 14.9 13.9 8.8 13.9 15.1 9 7.8 - - HCM Lane LOS A - - BBABCAA - -
HCM 95th %tile Q(veh) 0.1 - - 0.4 0.1 0.1 0.2 0.2 0.2 0.1 - - HCM 7th TWSC Near Term plus Project PM Peak
5: Temperance Avenue & California Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 11 27 340 1 318 99
Future Vol, veh/h 38 11 27 340 1 318 99
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 42 12 30 378 1 353 110
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 791 353 463 0 - - 0
Stage 1 353 ------
Stage 2 438 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver 357 688 1093 ----
Stage 1 709 ------
Stage 2 649 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 347 688 1093 ----
Mov Cap-2 Maneuver 347 ------
Stage 1 689 ------
Stage 2 649 ------
Approach EB NB SB
HCM Control Delay, s/v15.34 0.62

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 1093 - 347 688 - - -
HCM Lane V/C Ratio 0.027 - 0.122 0.018 - - -
HCM Control Delay (s/veh) 8.4 - 16.8 10.3 - - -
HCM Lane LOS A - C B - - -
HCM 95th %tile Q(veh) 0.1 - 0.4 0.1 - - -
HCM Signalized Intersection Capacity Analysis Near Term plus Project PM Peak 6: Fowler Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 6 150 74 45 36 61 29 14 60 335 44 1 Future Volume (vph) 6 150 74 45 36 61 29 14 60 335 44 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 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 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1568 1752 1754 1752 1845 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1568 1752 1754 1752 1845 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 158 78 47 38 64 31 15 63 353 46 1
RTOR Reduction (vph) 0 0 0 32 0 20 0 0 0 0 29 0
Lane Group Flow (vph) 0 164 78 15 38 75 0 0 78 353 17 0 Confl. Peds. (#/hr) 4
Turn Type Prot Prot NA Perm Prot NA Prot Prot NA Perm Prot Protected Phases 7 7 4 3 8 5 5 2 1
Permitted Phases 4 2
Actuated Green, G (s) 12.3 21.6 21.6 2.6 11.5 6.1 24.5 24.5 Effective Green, g (s) 12.3 21.6 21.6 2.6 11.5 6.1 24.5 24.5 Actuated g/C Ratio 0.18 0.32 0.32 0.04 0.17 0.09 0.36 0.36 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 315 1110 496 66 295 156 662 563
v/s Ratio Prot c0.09 0.02 0.02 c0.04 c0.04 c0.19
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.52 0.07 0.03 0.58 0.25 0.50 0.53 0.03
Uniform Delay, d1 25.3 16.3 16.1 32.3 24.6 29.6 17.3 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.0 11.6 0.5 2.5 0.8 0.0
Delay (s) 26.8 16.3 16.1 43.8 25.1 32.1 18.1 14.2
Level of Service C B B D C C B B
Approach Delay (s/veh) 22.2 30.4 20.0
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 19.0 Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Near Term plus Project PM Peak 6: Fowler Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 20 239 140
Future Volume (vph) 20 239 140
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1530
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1530
Peak-hour factor, PHF 0.95 0.95 0.95
Adj. Flow (vph) 21 252 147
RTOR Reduction (vph) 0 0 105
Lane Group Flow (vph) 22 252 42
Confl. Peds. (#/hr) 4
Turn Type Prot NA Perm
Protected Phases 1 6
Permitted Phases 6
Actuated Green, G (s) 0.9 19.3 19.3
Effective Green, g (s) 0.9 19.3 19.3
Actuated g/C Ratio 0.01 0.28 0.28
Clearance Time (s) 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 23 991 432
v/s Ratio Prot 0.01 0.07
v/s Ratio Perm 0.03
v/c Ratio 0.96 0.25 0.10
Uniform Delay, d1 33.6 18.9 18.0
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 166.5 0.1 0.1
Delay (s) 200.2 19.0 18.1
Level of Service F B B
Approach Delay (s/veh) 28.2
Approach LOS C
Intersection Summary
HCM 7th AWSC Near Term plus Project PM Peak
7: Armstrong Avenue & Church Avenue 11/14/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 58 107 33 2 79 3 41 155 6 14 80 41
Future Vol, veh/h 58 107 33 2 79 3 41 155 6 14 80 41
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 66 122 38 2 90 3 47 176 7 16 91 47
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh10.3 9.1 10.4 9.3

HCM LOS B A B A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 20% 29% 2% 10%
Vol Thru, % 77% 54% 94% 59%
Vol Right, % 3% 17% 4% 30%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 202 198 84 135
LT Vol 41 58 2 14
Through Vol 155 107 79 80
RT Vol 6 33 3 41
Lane Flow Rate 230 225 95 153
Geometry Grp 1 1 1 1
Degree of Util (X) 0.317 0.311 0.137 0.208
Departure Headway (Hd) 4.969 4.97 5.175 4.892
Convergence, Y/N Yes Yes Yes Yes
Cap 716 718 684 726
Service Time 3.046 3.047 3.268 2.976
HCM Lane V/C Ratio 0.321 0.313 0.139 0.211
HCM Control Delay, s/veh 10.4 10.3 9.1 9.3
HCM Lane LOS BBAA
HCM 95th-tile Q 1.4 1.3 0.5 0.8
HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 3: Temperance Avenue & Hamilton Avenue 12/02/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 239 128 40 346 0 472 63
Future Volume (veh/h) 239 128 40 346 0 472 63
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 269 144 45 389 530 71
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 378 337 133 1005 685 581
Arrive On Green 0.21 0.21 0.08 0.54 0.37 0.37
Sat Flow, veh/h 1767 1572 1767 1856 1856 1572
Grp Volume(v), veh/h 269 144 45 389 530 71
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1856 1572
Q Serve(g_s), s 6.1 3.4 1.0 5.3 10.9 1.3
Cycle Q Clear(g_c), s 6.1 3.4 1.0 5.3 10.9 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 378 337 133 1005 685 581
V/C Ratio(X) 0.71 0.43 0.34 0.39 0.77 0.12
Avail Cap(c_a), veh/h 1508 1342 318 1301 1301 1103
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 15.8 14.7 19.0 5.8 12.1 9.0
Incr Delay (d2), s/veh 2.5 0.9 1.5 0.2 1.9 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 0.1 0.4 1.0 3.4 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.3 15.6 20.5 6.0 14.0 9.1
LnGrp LOS B B C A B A
Approach Vol, veh/h 413 434 601
Approach Delay, s/veh 17.3 7.5 13.4
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 28.8 14.6 7.5 21.3
Change Period (Y+Rc), s 5.3 5.3 4.2 5.3
Max Green Setting (Gmax), s 30.4 37.0 7.8 30.4
Max Q Clear Time (g_c+I1), s 7.3 8.1 3.0 12.9
Green Ext Time (p_c), s 2.1 1.2 0.0 3.1
Intersection Summary
HCM 7th Control Delay, s/veh 12.8
HCM 7th LOS B
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 7: Armstrong Avenue & Church Avenue 12/02/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 240 181 30 298 27 183 150 33 30 310 104 Future Volume (veh/h) 61 240 181 30 298 27 183 150 33 30 310 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 79 312 235 39 387 35 238 195 43 39 403 135 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 123 506 429 92 427 39 246 615 136 92 439 147 Arrive On Green 0.07 0.27 0.27 0.05 0.25 0.25 0.14 0.42 0.42 0.05 0.33 0.33 Sat Flow, veh/h 1767 1856 1572 1767 1677 152 1767 1472 325 1767 1330 445 Grp Volume(v), veh/h 79 312 235 39 0 422 238 0 238 39 0 538 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 0 1828 1767 0 1797 1767 0 1775 Q Serve(g_s), s 4.3 14.6 12.7 2.1 0.0 22.2 13.3 0.0 8.8 2.1 0.0 28.9 Cycle Q Clear(g_c), s 4.3 14.6 12.7 2.1 0.0 22.2 13.3 0.0 8.8 2.1 0.0 28.9 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.18 1.00 0.25
Lane Grp Cap(c), veh/h 123 506 429 92 0 466 246 0 750 92 0 586 V/C Ratio(X) 0.64 0.62 0.55 0.43 0.00 0.91 0.97 0.00 0.32 0.43 0.00 0.92 Avail Cap(c_a), veh/h 139 575 487 139 0 554 246 0 750 139 0 586 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.9 31.5 30.8 45.5 0.0 35.8 42.4 0.0 19.4 45.5 0.0 31.9 Incr Delay (d2), s/veh 8.0 1.6 1.1 3.1 0.0 16.7 47.9 0.0 1.1 3.1 0.0 21.7 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 2.1 6.4 4.5 1.0 0.0 11.2 8.7 0.0 3.5 1.0 0.0 15.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 33.1 31.9 48.6 0.0 52.4 90.3 0.0 20.5 48.6 0.0 53.6 LnGrp LOS D C C D D F C D D
Approach Vol, veh/h 626 461 476 577
Approach Delay, s/veh 35.1 52.1 55.4 53.2
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 47.4 9.3 33.0 18.0 38.7 11.1 31.2 Change Period (Y+Rc), s 4.2 6.0 4.2 * 6 4.2 * 6 4.2 6.0 Max Green Setting (Gmax), s 7.8 38.0 7.8 * 31 13.8 * 33 7.8 30.0 Max Q Clear Time (g_c+I1), s 4.1 10.8 4.1 16.6 15.3 30.9 6.3 24.2 Green Ext Time (p_c), s 0.0 1.2 0.0 2.1 0.0 0.6 0.0 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 48.2
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 3: Temperance Avenue & Hamilton Avenue 12/02/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 91 31 37 337 0 383 147
Future Volume (veh/h) 91 31 37 337 0 383 147
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 101 34 41 374 426 163
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 288 256 129 990 632 534
Arrive On Green 0.16 0.16 0.07 0.53 0.34 0.34
Sat Flow, veh/h 1767 1572 1767 1856 1856 1570
Grp Volume(v), veh/h 101 34 41 374 426 163
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1856 1570
Q Serve(g_s), s 1.8 0.6 0.8 4.1 6.9 2.7
Cycle Q Clear(g_c), s 1.8 0.6 0.8 4.1 6.9 2.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 288 256 129 990 632 534
V/C Ratio(X) 0.35 0.13 0.32 0.38 0.67 0.30
Avail Cap(c_a), veh/h 1870 1664 394 1614 1614 1365
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 13.0 12.5 15.4 4.8 9.9 8.5
Incr Delay (d2), s/veh 0.7 0.2 1.4 0.2 1.3 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.6 0.3 0.5 1.8 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.7 12.7 16.8 5.0 11.1 8.8
LnGrp LOS B B B A B A
Approach Vol, veh/h 135 415 589
Approach Delay, s/veh 13.5 6.2 10.5
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 24.0 11.0 6.8 17.2
Change Period (Y+Rc), s 5.3 5.3 4.2 5.3
Max Green Setting (Gmax), s 30.4 37.0 7.8 30.4
Max Q Clear Time (g_c+I1), s 6.1 3.8 2.8 8.9
Green Ext Time (p_c), s 2.0 0.4 0.0 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 9.3
HCM 7th LOS A
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 7: Armstrong Avenue & Church Avenue 12/02/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 107 33 2 79 3 41 155 6 14 80 41 Future Volume (veh/h) 58 107 33 2 79 3 41 155 6 14 80 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 66 122 38 2 90 3 47 176 7 16 91 47 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 174 494 419 8 307 10 137 401 16 56 208 107
Arrive On Green 0.10 0.27 0.27 0.00 0.17 0.17 0.08 0.23 0.23 0.03 0.18 0.18 Sat Flow, veh/h 1767 1856 1572 1767 1785 60 1767 1772 70 1767 1153 595 Grp Volume(v), veh/h 66 122 38 2 0 93 47 0 183 16 0 138 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 0 1845 1767 0 1843 1767 0 1748 Q Serve(g_s), s 1.5 2.2 0.8 0.0 0.0 1.9 1.1 0.0 3.7 0.4 0.0 3.0 Cycle Q Clear(g_c), s 1.5 2.2 0.8 0.0 0.0 1.9 1.1 0.0 3.7 0.4 0.0 3.0 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.04 1.00 0.34
Lane Grp Cap(c), veh/h 174 494 419 8 0 317 137 0 417 56 0 315 V/C Ratio(X) 0.38 0.25 0.09 0.26 0.00 0.29 0.34 0.00 0.44 0.29 0.00 0.44 Avail Cap(c_a), veh/h 359 1188 1007 319 0 1108 319 0 1150 319 0 1119 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.3 12.5 11.9 21.5 0.0 15.6 18.9 0.0 14.4 20.5 0.0 15.8 Incr Delay (d2), s/veh 1.4 0.3 0.1 17.5 0.0 0.5 1.5 0.0 0.7 2.8 0.0 1.0 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 0.6 0.7 0.2 0.1 0.0 0.6 0.4 0.0 1.2 0.2 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.6 12.7 12.0 39.0 0.0 16.1 20.4 0.0 15.1 23.3 0.0 16.7 LnGrp LOS B B B D B C B C B
Approach Vol, veh/h 226 95 230 154
Approach Delay, s/veh 14.6 16.6 16.2 17.4
Approach LOS B B B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.6 15.8 4.4 17.5 7.6 13.8 8.5 13.4 Change Period (Y+Rc), s 4.2 6.0 4.2 * 6 4.2 * 6 4.2 6.0 Max Green Setting (Gmax), s 7.8 27.0 7.8 * 28 7.8 * 28 8.8 26.0 Max Q Clear Time (g_c+I1), s 2.4 5.7 2.0 4.2 3.1 5.0 3.5 3.9 Green Ext Time (p_c), s 0.0 0.8 0.0 0.6 0.0 0.6 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 16.0
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Queuing and Blocking Report Near Term plus Project AM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 573 200 32 91
Average Queue (ft) 197 123 2 38
95th Queue (ft) 427 236 15 72
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 55 6
Queuing Penalty (veh) 117 8
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 48 111 68 50 50 46 73 159 60 64 79 39 Average Queue (ft) 18 35 34 24 21 20 35 47 29 21 42 11
95th Queue (ft) 42 64 55 44 43 42 58 94 50 46 75 28
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 159 66 51 198 238 31
Average Queue (ft) 88 33 24 74 120 18
95th Queue (ft) 140 61 50 138 193 39
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Queuing and Blocking Report Near Term plus Project AM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T R UL T R L L
Maximum Queue (ft) 66 46 70 66 42 41 28 70
Average Queue (ft) 31 14 18 34 6 17 7 6
95th Queue (ft) 61 39 43 56 23 33 25 30
Link Distance (ft) 1964 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB
Directions Served L R L
Maximum Queue (ft) 107 122 27
Average Queue (ft) 39 38 3
95th Queue (ft) 76 83 16
Link Distance (ft) 1680 1680
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project AM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 170 126 43 87 203 237 230 321 64 160 214 146 Average Queue (ft) 79 61 11 39 87 98 130 138 17 78 116 85 95th Queue (ft) 147 110 34 69 147 176 198 248 41 136 186 155 Link Distance (ft) 2479 2479 915 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%) 1 0 1
Queuing Penalty (veh) 2 0 2
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 73
Average Queue (ft) 38
95th Queue (ft) 64
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft) 140 273 116 97 265 273 257 74 395
Average Queue (ft) 49 119 59 28 166 129 85 31 177
95th Queue (ft) 106 206 100 69 265 231 195 61 284
Link Distance (ft) 1588 2489 2616 632
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%) 1 2 1 0 3
Queuing Penalty (veh) 1 0 1 0 1
Network Summary
Network wide Queuing Penalty: 134
Queuing and Blocking Report Near Term plus Project PM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 113 74 52 117
Average Queue (ft) 33 46 4 52
95th Queue (ft) 76 73 22 92
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 1
Queuing Penalty (veh) 2
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 51 94 74 50 48 38 47 97 45 25 45 35
Average Queue (ft) 8 26 34 25 20 13 28 42 17 15 29 7
95th Queue (ft) 30 57 54 44 44 34 40 68 36 32 47 25
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB
Directions Served L R L T T R
Maximum Queue (ft) 135 20 72 182 225 79
Average Queue (ft) 39 5 22 60 88 29
95th Queue (ft) 84 16 53 139 165 59
Link Distance (ft) 462 475 1255 1255
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Near Term plus Project PM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB SB
Directions Served L T R UL T R L L R
Maximum Queue (ft) 67 24 44 43 57 38 44 47 16
Average Queue (ft) 26 11 14 15 17 11 6 12 1
95th Queue (ft) 51 30 32 37 43 25 25 33 7
Link Distance (ft) 1970 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230 115
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB SB
Directions Served L R L U
Maximum Queue (ft) 63 20 88 26
Average Queue (ft) 24691
95th Queue (ft) 48 20 40 9
Link Distance (ft) 1672 1672
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Near Term plus Project PM Peak Improved 12/02/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 176 64 22 78 67 80 106 178 20 76 117 103 Average Queue (ft) 81 31 2 17 19 41 41 94 9 20 65 26
95th Queue (ft) 133 59 13 40 48 76 91 161 21 60 110 70
Link Distance (ft) 2479 2479 909 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 55
Average Queue (ft) 33
95th Queue (ft) 51
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft) 75 97 119 25 74 47 107 31 94
Average Queue (ft) 34 42 18 2 37 18 41 12 38
95th Queue (ft) 67 80 56 15 67 42 93 34 73
Link Distance (ft) 1594 2489 2616 632
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed AM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 541 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.82 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.32 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 5.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 52.7
Vehicle Results
Average Speed, mi/h 52.7 Percent Followers, % 57.0
Segment Travel Time, minutes 1.14 Follower Density, followers/mi/ln 5.9 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 5.9 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 13:02:23 30 AM.xuf
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed PM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 254 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.85 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.15 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 1.8 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 53.6
Vehicle Results
Average Speed, mi/h 53.6 Percent Followers, % 38.1
Segment Travel Time, minutes 1.12 Follower Density, followers/mi/ln 1.8 Vehicle LOS A
Facility Results
T Follower Density, followers/mi/ln LOS
1 1.8 A
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 13:03:01 30 PM.xuf
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | I
(559) 570-8991
Appendix I: Cumulative Year 2046 plus Project Traffic Conditions HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
1: Fowler Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 148 172 702 108 94 495
Future Vol, veh/h 148 172 702 108 94 495
Conflicting Peds, #/hr 0 0 0 2 2 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 153 177 724 111 97 510
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1486 781 0 0 837 0
Stage 1 781 -----
Stage 2 704 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver ~ 136 393 - - 793 -
Stage 1 449 -----
Stage 2 489 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 120 392 - - 791 -
Mov Cap-2 Maneuver 255 -----
Stage 1 449 -----
Stage 2 429 -----
Approach WB NB SB
HCM Control Delay, s/v29.27 0 1.63

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 255 392 791 -
HCM Lane V/C Ratio - - 0.599 0.452 0.122 -
HCM Control Delay (s/veh) - - 38.3 21.5 10.2 -
HCM Lane LOS - - E C B -
HCM 95th %tile Q(veh) - - 3.5 2.3 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th AWSC Cumulative Year 2046 plus Project AM Peak
2: Armstrong Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 120 77 60 69 68 100 203 94 40 191 27 Future Vol, veh/h 31 120 77 60 69 68 100 203 94 40 191 27 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 34 130 84 65 75 74 109 221 102 43 208 29
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 11.8 11.4 13 13.8

HCM LOS B B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 203 94 31 120 77 60 69 68 40 191 LT Vol 100 0 0 31 0 0 60 0 0 40 0
Through Vol 0 203 0 0 120 0 0 69 0 0 191
RT Vol 0 0 94 0 0 77 0 0 68 0 0
Lane Flow Rate 109 221 102 34 130 84 65 75 74 43 208
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.224 0.424 0.177 0.074 0.267 0.155 0.144 0.155 0.138 0.093 0.414 Departure Headway (Hd) 7.424 6.924 6.224 7.866 7.366 6.666 7.945 7.445 6.745 7.681 7.181 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 487 523 580 456 488 538 452 482 531 467 502
Service Time 5.124 4.624 3.924 5.605 5.105 4.405 5.685 5.185 4.485 5.417 4.917 HCM Lane V/C Ratio 0.224 0.423 0.176 0.075 0.266 0.156 0.144 0.156 0.139 0.092 0.414 HCM Control Delay, s/veh 12.3 14.6 10.3 11.2 12.8 10.6 12 11.6 10.6 11.2 14.9 HCM Lane LOS BBBBBBBBBBB
HCM 95th-tile Q 0.9 2.1 0.6 0.2 1.1 0.5 0.5 0.5 0.5 0.3 2 HCM 7th AWSC Cumulative Year 2046 plus Project AM Peak
3: Temperance Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh465.2
Intersection LOS F
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 261 112 36 916 1148 86
Future Vol, veh/h 261 112 36 916 1148 86
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 284 122 39 996 1248 93
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh25.3 437.1 619.9

HCM LOS D F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 36 916 261 112 1148 86
LT Vol 36 0 261 0 0 0
Through Vol 0 916 0 0 1148 0
RT Vol 0 0 0 112 0 86
Lane Flow Rate 39 996 284 122 1248 93
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.082 1.946 0.645 0.236 2.425 0.163
Departure Headway (Hd) 9.063 8.539 10.34 9.025 8.069 7.34 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 398 438 352 401 462 492
Service Time 6.763 6.239 8.04 6.725 5.769 5.04
HCM Lane V/C Ratio 0.098 2.274 0.807 0.304 2.701 0.189
HCM Control Delay, s/veh 12.6 453.8 30 14.5 665.5 11.5
HCM Lane LOS B F D B F B
HCM 95th-tile Q 0.3 55.4 4.3 0.9 84.3 0.6
HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
4: Armstrong Avenue & California Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 8.2
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 105 37 7 107 54 78 18 220 76 31 271 11 Future Vol, veh/h 25 105 37 7 107 54 78 18 220 76 31 271 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
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 92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 27 114 40 8 116 59 85 20 239 83 34 295 12
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 550 723 147 0 550 652 120 307 0 0 322 0 0 Stage 1 362 362 - 0 278 278 -------
Stage 2 188 361 - 0 272 374 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 416 349 870 0 416 384 906 1244 - - 1228 - - Stage 1 626 621 - 0 702 676 -------
Stage 2 793 622 - 0 708 614 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 305 334 870 0 254 367 906 1244 - - 1228 - - Mov Cap-2 Maneuver 305 334 - 0 254 367 -------
Stage 1 609 604 - 0 691 666 -------
Stage 2 645 612 - 0 533 597 -------
Approach EB WB NB SB
HCM Control Delay, s/v18.12 20.56 0.46 0.79

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1244 - - 305 334 870 254 367 906 1228 - - HCM Lane V/C Ratio 0.016 - - 0.089 0.342 0.046 0.459 0.16 0.094 0.027 - - HCM Control Delay (s/veh) 7.9 - - 17.9 21.3 9.3 30.7 16.7 9.4 8 - - HCM Lane LOS A - - C C A D C A A - -
HCM 95th %tile Q(veh) 0 - - 0.3 1.5 0.1 2.2 0.6 0.3 0.1 - - HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
5: Temperance Avenue & California Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 103.6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 105 10 810 2 1171 58
Future Vol, veh/h 142 105 10 810 2 1171 58
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 86 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 165 122 12 942 2 1362 67
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2327 1362 1429 0 - - 0
Stage 1 1362 ------
Stage 2 965 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver ~ 41 180 473 ----
Stage 1 237 ------
Stage 2 368 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 40 180 473 ----
Mov Cap-2 Maneuver ~ 40 ------
Stage 1 231 ------
Stage 2 368 ------
Approach EB NB SB
HCM Control Delay, s/v $ 963.26 0.16

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 473 - 40 180 - - -
HCM Lane V/C Ratio 0.025 - 4.167 0.677 - - -
HCM Control Delay (s/veh) 12.8 -$ 1631.9 59 - - -
HCM Lane LOS B - F F - - -
HCM 95th %tile Q(veh) 0.1 - 19 4 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 6: Fowler Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 10 121 165 160 130 113 75 47 194 415 102 1 Future Volume (vph) 10 121 165 160 130 113 75 47 194 415 102 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1548 1752 1735 1752 1845 1535 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1548 1752 1735 1752 1845 1535 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 11 133 181 176 143 124 82 52 213 456 112 1 RTOR Reduction (vph) 0 0 0 147 0 24 0 0 0 0 74 0
Lane Group Flow (vph) 0 144 181 29 143 182 0 0 265 456 38 0 Confl. Peds. (#/hr) 1 1 27 1
Turn Type Prot Prot NA Perm Prot NA Prot Prot NA Perm Prot Protected Phases 7 7 4 3 8 5 5 2 1
Permitted Phases 4 2
Actuated Green, G (s) 9.2 13.4 13.4 12.3 16.1 18.0 27.1 27.1 Effective Green, g (s) 9.2 13.4 13.4 12.3 16.1 18.0 27.1 27.1 Actuated g/C Ratio 0.11 0.17 0.17 0.15 0.20 0.22 0.33 0.33 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 199 580 256 266 345 389 618 514
v/s Ratio Prot c0.08 0.05 0.08 c0.10 0.15 c0.25
v/s Ratio Perm 0.02 0.02
v/c Ratio 0.72 0.31 0.11 0.54 0.53 0.68 0.74 0.07
Uniform Delay, d1 34.6 29.7 28.7 31.7 29.0 28.8 23.8 18.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.2 0.3 0.2 2.1 1.5 4.9 4.6 0.1
Delay (s) 46.9 30.0 28.9 33.8 30.5 33.7 28.4 18.4
Level of Service D C C C C C C B
Approach Delay (s/veh) 34.5 31.8 28.7
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 30.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 80.9 Sum of lost time (s) 19.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 6: Fowler Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 94 444 117
Future Volume (vph) 94 444 117
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.95
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1487
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1487
Peak-hour factor, PHF 0.91 0.91 0.91
Adj. Flow (vph) 103 488 129
RTOR Reduction (vph) 0 0 99
Lane Group Flow (vph) 104 488 30
Confl. Peds. (#/hr) 1 27
Turn Type Prot NA Perm
Protected Phases 1 6
Permitted Phases 6
Actuated Green, G (s) 9.5 18.6 18.6
Effective Green, g (s) 9.5 18.6 18.6
Actuated g/C Ratio 0.12 0.23 0.23
Clearance Time (s) 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 205 805 341
v/s Ratio Prot 0.06 c0.14
v/s Ratio Perm 0.02
v/c Ratio 0.51 0.61 0.09
Uniform Delay, d1 33.5 27.9 24.5
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 2.0 1.3 0.1
Delay (s) 35.5 29.2 24.6
Level of Service D C C
Approach Delay (s/veh) 29.3
Approach LOS C
Intersection Summary
HCM 7th AWSC Cumulative Year 2046 plus Project AM Peak
7: Armstrong Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh234.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 74 288 187 30 367 39 192 145 33 34 281 99 Future Vol, veh/h 74 288 187 30 367 39 192 145 33 34 281 99 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 86 335 217 35 427 45 223 169 38 40 327 115
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh347.7 215.4 145 184.1

HCM LOS F F F F
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 52% 13% 7% 8%
Vol Thru, % 39% 52% 84% 68%
Vol Right, % 9% 34% 9% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 370 549 436 414
LT Vol 192 74 30 34
Through Vol 145 288 367 281
RT Vol 33 187 39 99
Lane Flow Rate 430 638 507 481
Geometry Grp 1 1 1 1
Degree of Util (X) 1.159 1.679 1.353 1.273
Departure Headway (Hd) 13.889 11.985 13.207 13.208
Convergence, Y/N Yes Yes Yes Yes
Cap 267 313 279 279
Service Time 11.889 9.985 11.207 11.208
HCM Lane V/C Ratio 1.61 2.038 1.817 1.724
HCM Control Delay, s/veh 145 347.7 215.4 184.1
HCM Lane LOS FFFF
HCM 95th-tile Q 13.5 31.5 19.2 17
HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
1: Fowler Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 52 130 557 82 176 610
Future Vol, veh/h 52 130 557 82 176 610
Conflicting Peds, #/hr 0 1 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 100 - - 250 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 57 141 605 89 191 663
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1696 651 0 0 695 0
Stage 1 650 -----
Stage 2 1046 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 101 467 - - 896 -
Stage 1 518 -----
Stage 2 337 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 80 466 - - 896 -
Mov Cap-2 Maneuver 192 -----
Stage 1 518 -----
Stage 2 265 -----
Approach WB NB SB
HCM Control Delay, s/v20.45 0 2.26

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 192 466 896 -
HCM Lane V/C Ratio - - 0.295 0.303 0.213 -
HCM Control Delay (s/veh) - - 31.5 16 10.1 -
HCM Lane LOS - - D C B -
HCM 95th %tile Q(veh) - - 1.2 1.3 0.8 -
HCM 7th AWSC Cumulative Year 2046 plus Project PM Peak
2: Armstrong Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 90 58 98 50 25 49 181 65 34 140 20 Future Vol, veh/h 16 90 58 98 50 25 49 181 65 34 140 20 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 98 63 107 54 27 53 197 71 37 152 22
Number of Lanes 111111111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay, s/veh 10.2 10.8 11.2 11.1

HCM LOS B B B B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% 100%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 49 181 65 16 90 58 98 50 25 34 140
LT Vol 49 0 0 16 0 0 98 0 0 34 0
Through Vol 0 181 0 0 90 0 0 50 0 0 140
RT Vol 0 0 65 0 0 58 0 0 25 0 0
Lane Flow Rate 53 197 71 17 98 63 107 54 27 37 152
Geometry Grp 6 6 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.1 0.341 0.109 0.034 0.18 0.103 0.209 0.099 0.044 0.071 0.273 Departure Headway (Hd) 6.74 6.24 5.54 7.107 6.607 5.907 7.061 6.561 5.861 6.948 6.448 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 531 574 645 503 542 605 507 545 609 515 555
Service Time 4.489 3.989 3.289 4.863 4.363 3.663 4.816 4.316 3.616 4.7 4.2 HCM Lane V/C Ratio 0.1 0.343 0.11 0.034 0.181 0.104 0.211 0.099 0.044 0.072 0.274 HCM Control Delay, s/veh 10.2 12.2 9 10.1 10.8 9.3 11.7 10 8.9 10.2 11.6 HCM Lane LOS BBABBABAABB
HCM 95th-tile Q 0.3 1.5 0.4 0.1 0.7 0.3 0.8 0.3 0.1 0.2 1.1 HCM 7th AWSC Cumulative Year 2046 plus Project PM Peak
3: Temperance Avenue & Hamilton Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh408.9
Intersection LOS F
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 34 39 1029 1117 179
Future Vol, veh/h 142 34 39 1029 1117 179
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 154 37 42 1118 1214 195
Number of Lanes 1 1 1 1 1 1
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh16.9 439.3 437.1

HCM LOS C F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 39 1029 142 34 1117 179
LT Vol 39 0 142 0 0 0
Through Vol 0 1029 0 0 1117 0
RT Vol 0 0 0 34 0 179
Lane Flow Rate 42 1118 154 37 1214 195
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.08 1.958 0.351 0.072 2.072 0.294
Departure Headway (Hd) 7.805 7.292 9.982 8.686 7.019 6.299 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 462 514 363 415 534 574
Service Time 5.505 4.992 7.682 6.386 4.719 3.999
HCM Lane V/C Ratio 0.091 2.175 0.424 0.089 2.273 0.34
HCM Control Delay, s/veh 11.2 455.5 18 12.1 505.3 11.6
HCM Lane LOS B F C B F B
HCM 95th-tile Q 0.3 64.7 1.5 0.2 74.1 1.2
HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
4: Armstrong Avenue & California Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 28 24 1 27 105 46 33 158 28 51 136 42 Future Vol, veh/h 22 28 24 1 27 105 46 33 158 28 51 136 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Stop Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - - None - - None - - None
Storage Length 250 - 120 - 250 - 0 70 - 150 230 - 115
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 23 29 25 1 28 108 47 34 163 29 53 140 43
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 449 506 70 0 422 521 82 184 0 0 193 0 0 Stage 1 245 245 - 0 232 232 -------
Stage 2 204 261 - 0 190 289 -------
Critical Hdwy 7.56 6.56 6.96 - 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 - 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 491 465 975 0 514 456 957 1382 - - 1371 - - Stage 1 734 699 - 0 747 709 -------
Stage 2 776 689 - 0 791 669 -------
Platoon blocked, % - - - - -
Mov Cap-1 Maneuver 332 436 975 0 440 428 956 1382 - - 1369 - - Mov Cap-2 Maneuver 332 436 - 0 440 428 -------
Stage 1 706 673 - 0 728 691 -------
Stage 2 607 671 - 0 710 644 -------
Approach EB WB NB SB
HCM Control Delay, s/v13.03 13.98 1.16 1.72

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1382 - - 332 436 975 440 428 956 1369 - - HCM Lane V/C Ratio 0.025 - - 0.068 0.066 0.025 0.063 0.253 0.05 0.038 - - HCM Control Delay (s/veh) 7.7 - - 16.6 13.8 8.8 13.7 16.2 9 7.7 - - HCM Lane LOS A - - C B A B C A A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0.1 0.2 1 0.2 0.1 - - HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
5: Temperance Avenue & California Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 14.5
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 61 12 28 1007 1 983 168
Future Vol, veh/h 61 12 28 1007 1 983 168
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - None - - None
Storage Length 0 0 250 - 250 - 250
Veh in Median Storage, # 0 - - 0 - 0 -
Grade, % 0 - - 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 68 13 31 1119 1 1092 187
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2273 1092 1279 0 - - 0
Stage 1 1092 ------
Stage 2 1181 ------
Critical Hdwy 6.43 6.23 4.13 - - - -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - - -
Pot Cap-1 Maneuver ~ 44 260 539 ----
Stage 1 320 ------
Stage 2 290 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 41 260 539 ----
Mov Cap-2 Maneuver ~ 41 ------
Stage 1 302 ------
Stage 2 290 ------
Approach EB NB SB
HCM Control Delay, s/v $ 442.94 0.33

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 539 - 41 260 - - -
HCM Lane V/C Ratio 0.058 - 1.637 0.051 - - -
HCM Control Delay (s/veh) 12.1 -$ 526.2 19.6 - - -
HCM Lane LOS B - F C - - -
HCM 95th %tile Q(veh) 0.2 - 7 0.2 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 6: Fowler Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 6 155 76 47 38 61 29 18 65 368 46 1 Future Volume (vph) 6 155 76 47 38 61 29 18 65 368 46 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 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 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1568 1752 1754 1752 1845 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1568 1752 1754 1752 1845 1568 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 163 80 49 40 64 31 19 68 387 48 1
RTOR Reduction (vph) 0 0 0 33 0 20 0 0 0 0 31 0
Lane Group Flow (vph) 0 169 80 16 40 75 0 0 87 387 17 0 Confl. Peds. (#/hr) 4
Turn Type Prot Prot NA Perm Prot NA Prot Prot NA Perm Prot Protected Phases 7 7 4 3 8 5 5 2 1
Permitted Phases 4 2
Actuated Green, G (s) 12.6 22.2 22.2 2.4 11.6 6.0 24.2 24.2 Effective Green, g (s) 12.6 22.2 22.2 2.4 11.6 6.0 24.2 24.2 Actuated g/C Ratio 0.18 0.32 0.32 0.03 0.17 0.09 0.35 0.35 Clearance Time (s) 4.2 4.9 4.9 4.2 5.3 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 316 1114 498 60 291 150 639 543
v/s Ratio Prot c0.10 0.02 0.02 c0.04 c0.05 c0.21
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.53 0.07 0.03 0.67 0.26 0.58 0.61 0.03
Uniform Delay, d1 25.9 16.6 16.4 33.3 25.3 30.7 18.9 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.0 0.0 24.5 0.5 5.4 1.6 0.0
Delay (s) 27.7 16.6 16.4 57.8 25.8 36.0 20.5 15.1
Level of Service C B B E C D C B
Approach Delay (s/veh) 22.9 35.3 22.6
Approach LOS C D C
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 69.8 Sum of lost time (s) 19.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 6: Fowler Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 20 262 145
Future Volume (vph) 20 262 145
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.3 5.3
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1752 3505 1530
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1752 3505 1530
Peak-hour factor, PHF 0.95 0.95 0.95
Adj. Flow (vph) 21 276 153
RTOR Reduction (vph) 0 0 108
Lane Group Flow (vph) 22 276 45
Confl. Peds. (#/hr) 4
Turn Type Prot NA Perm
Protected Phases 1 6
Permitted Phases 6
Actuated Green, G (s) 2.4 20.6 20.6
Effective Green, g (s) 2.4 20.6 20.6
Actuated g/C Ratio 0.03 0.30 0.30
Clearance Time (s) 4.2 5.3 5.3
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 60 1034 451
v/s Ratio Prot 0.01 0.08
v/s Ratio Perm 0.03
v/c Ratio 0.37 0.27 0.10
Uniform Delay, d1 33.0 18.8 17.9
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 3.8 0.1 0.1
Delay (s) 36.7 19.0 18.0
Level of Service D B B
Approach Delay (s/veh) 19.5
Approach LOS B
Intersection Summary
HCM 7th AWSC Cumulative Year 2046 plus Project PM Peak
7: Armstrong Avenue & Church Avenue 11/22/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 127 35 2 96 7 43 130 6 18 81 41
Future Vol, veh/h 59 127 35 2 96 7 43 130 6 18 81 41
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 66 141 39 2 107 8 48 144 7 20 90 46
Number of Lanes 0 1 0 0 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh10.6 9.3 10.2 9.4

HCM LOS B A B A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 24% 27% 2% 13%
Vol Thru, % 73% 57% 91% 58%
Vol Right, % 3% 16% 7% 29%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 179 221 105 140
LT Vol 43 59 2 18
Through Vol 130 127 96 81
RT Vol 6 35 7 41
Lane Flow Rate 199 246 117 156
Geometry Grp 1 1 1 1
Degree of Util (X) 0.281 0.337 0.166 0.215
Departure Headway (Hd) 5.078 4.939 5.12 4.967
Convergence, Y/N Yes Yes Yes Yes
Cap 700 719 692 714
Service Time 3.165 3.024 3.219 3.058
HCM Lane V/C Ratio 0.284 0.342 0.169 0.218
HCM Control Delay, s/veh 10.2 10.6 9.3 9.4
HCM Lane LOS BBAA
HCM 95th-tile Q 1.2 1.5 0.6 0.8
HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 3: Temperance Avenue & Hamilton Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 261 112 36 916 0 1148 86
Future Volume (veh/h) 261 112 36 916 0 1148 86
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 284 122 39 996 1248 93
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 325 289 489 1339 1436 641
Arrive On Green 0.18 0.18 0.28 0.72 0.41 0.41
Sat Flow, veh/h 1767 1572 1767 1856 3618 1572
Grp Volume(v), veh/h 284 122 39 996 1248 93
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1763 1572
Q Serve(g_s), s 17.5 7.7 1.8 36.2 36.4 4.2
Cycle Q Clear(g_c), s 17.5 7.7 1.8 36.2 36.4 4.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 325 289 489 1339 1436 641
V/C Ratio(X) 0.87 0.42 0.08 0.74 0.87 0.15
Avail Cap(c_a), veh/h 584 519 489 1339 1649 736
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 44.4 40.4 30.0 9.4 30.4 20.9
Incr Delay (d2), s/veh 7.3 1.0 0.1 3.8 7.4 0.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 8.0 7.0 0.8 12.4 15.8 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.7 41.4 30.0 13.2 37.8 21.4
LnGrp LOS D D C B D C
Approach Vol, veh/h 406 1035 1341
Approach Delay, s/veh 48.6 13.8 36.7
Approach LOS D B D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 86.1 25.9 35.2 50.9
Change Period (Y+Rc), s 5.3 5.3 4.2 5.3
Max Green Setting (Gmax), s 52.4 37.0 7.8 52.4
Max Q Clear Time (g_c+I1), s 38.2 19.5 3.8 38.4
Green Ext Time (p_c), s 6.2 1.1 0.0 7.3
Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 5: Temperance Avenue & California Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 142 105 10 810 2 1171 58
Future Volume (veh/h) 142 105 10 810 2 1171 58
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 165 122 12 942 1362 67
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 206 183 38 1476 2595 1157
Arrive On Green 0.12 0.12 0.02 0.80 0.74 0.74
Sat Flow, veh/h 1767 1572 1767 1856 3618 1572
Grp Volume(v), veh/h 165 122 12 942 1362 67
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1763 1572
Q Serve(g_s), s 10.2 8.3 0.7 23.6 18.6 1.3
Cycle Q Clear(g_c), s 10.2 8.3 0.7 23.6 18.6 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 206 183 38 1476 2595 1157
V/C Ratio(X) 0.80 0.67 0.31 0.64 0.52 0.06
Avail Cap(c_a), veh/h 584 519 123 1476 2595 1157
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 48.2 47.4 54.0 4.8 6.4 4.1
Incr Delay (d2), s/veh 7.1 4.1 4.6 2.1 0.8 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 7.4 0.4 6.3 5.4 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.3 51.5 58.5 6.9 7.1 4.2
LnGrp LOS E D E A A A
Approach Vol, veh/h 287 954 1429
Approach Delay, s/veh 53.7 7.5 7.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 94.4 17.6 6.6 87.7
Change Period (Y+Rc), s 5.3 4.6 4.2 5.3
Max Green Setting (Gmax), s 53.1 37.0 7.8 53.1
Max Q Clear Time (g_c+I1), s 25.6 12.2 2.7 20.6
Green Ext Time (p_c), s 7.6 0.8 0.0 12.1
Intersection Summary
HCM 7th Control Delay, s/veh 12.2
HCM 7th LOS B
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 7: Armstrong Avenue & Church Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 288 187 30 367 39 192 145 33 34 281 99 Future Volume (veh/h) 74 288 187 30 367 39 192 145 33 34 281 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 86 335 217 35 427 45 223 169 38 40 327 115 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 144 584 495 92 471 50 189 481 108 100 365 128 Arrive On Green 0.08 0.31 0.31 0.05 0.29 0.29 0.11 0.33 0.33 0.06 0.28 0.28 Sat Flow, veh/h 1767 1856 1572 1767 1650 174 1767 1466 330 1767 1311 461 Grp Volume(v), veh/h 86 335 217 35 0 472 223 0 207 40 0 442 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 0 1824 1767 0 1796 1767 0 1773 Q Serve(g_s), s 3.9 12.4 9.0 1.6 0.0 20.5 8.8 0.0 7.2 1.8 0.0 19.7 Cycle Q Clear(g_c), s 3.9 12.4 9.0 1.6 0.0 20.5 8.8 0.0 7.2 1.8 0.0 19.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.18 1.00 0.26
Lane Grp Cap(c), veh/h 144 584 495 92 0 521 189 0 590 100 0 493 V/C Ratio(X) 0.60 0.57 0.44 0.38 0.00 0.91 1.18 0.00 0.35 0.40 0.00 0.90 Avail Cap(c_a), veh/h 167 618 523 167 0 592 189 0 596 167 0 581 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.5 23.6 22.4 37.7 0.0 28.3 36.8 0.0 21.0 37.5 0.0 28.6 Incr Delay (d2), s/veh 4.3 1.2 0.6 2.6 0.0 16.4 122.5 0.0 0.4 2.5 0.0 14.9 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 1.7 5.1 3.0 0.7 0.0 10.2 9.9 0.0 2.7 0.8 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.8 24.7 23.0 40.3 0.0 44.7 159.3 0.0 21.3 40.0 0.0 43.5 LnGrp LOS D C C D D F C D D
Approach Vol, veh/h 638 507 430 482
Approach Delay, s/veh 26.3 44.4 92.9 43.2
Approach LOS C D F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.9 33.0 8.5 31.9 13.0 28.9 10.9 29.5 Change Period (Y+Rc), s 4.2 6.0 4.2 * 6 4.2 * 6 4.2 6.0 Max Green Setting (Gmax), s 7.8 27.3 7.8 * 27 8.8 * 27 7.8 26.7 Max Q Clear Time (g_c+I1), s 3.8 9.2 3.6 14.4 10.8 21.7 5.9 22.5 Green Ext Time (p_c), s 0.0 0.9 0.0 2.1 0.0 1.2 0.0 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 48.6
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 3: Temperance Avenue & Hamilton Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 142 34 39 1029 0 1117 179
Future Volume (veh/h) 142 34 39 1029 0 1117 179
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 154 37 42 1118 1214 195
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 190 169 90 1481 2502 1115
Arrive On Green 0.11 0.11 0.05 0.80 0.71 0.71
Sat Flow, veh/h 1767 1572 1767 1856 3618 1571
Grp Volume(v), veh/h 154 37 42 1118 1214 195
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1763 1571
Q Serve(g_s), s 9.5 2.4 2.6 34.3 17.1 4.6
Cycle Q Clear(g_c), s 9.5 2.4 2.6 34.3 17.1 4.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 190 169 90 1481 2502 1115
V/C Ratio(X) 0.81 0.22 0.47 0.76 0.49 0.17
Avail Cap(c_a), veh/h 626 557 170 1481 2502 1115
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 48.9 45.7 51.7 5.7 7.2 5.4
Incr Delay (d2), s/veh 8.1 0.6 3.8 3.6 0.7 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 2.2 1.2 9.2 5.3 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.9 46.3 55.4 9.4 7.9 5.7
LnGrp LOS E D E A A A
Approach Vol, veh/h 191 1160 1409
Approach Delay, s/veh 54.9 11.0 7.6
Approach LOS D B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 94.7 17.3 9.9 84.8
Change Period (Y+Rc), s 5.3 5.3 4.2 5.3
Max Green Setting (Gmax), s 47.7 39.7 10.8 46.7
Max Q Clear Time (g_c+I1), s 36.3 11.5 4.6 19.1
Green Ext Time (p_c), s 6.3 0.5 0.0 10.3
Intersection Summary
HCM 7th Control Delay, s/veh 12.3
HCM 7th LOS B
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 5: Temperance Avenue & California Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 61 12 28 1007 1 983 168
Future Volume (veh/h) 61 12 28 1007 1 983 168
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 68 13 31 1119 1092 187
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 113 101 76 1573 2704 1206
Arrive On Green 0.06 0.06 0.04 0.85 0.77 0.77
Sat Flow, veh/h 1767 1572 1767 1856 3618 1572
Grp Volume(v), veh/h 68 13 31 1119 1092 187
Grp Sat Flow(s),veh/h/ln 1767 1572 1767 1856 1763 1572
Q Serve(g_s), s 4.2 0.9 1.9 25.9 11.7 3.5
Cycle Q Clear(g_c), s 4.2 0.9 1.9 25.9 11.7 3.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 101 76 1573 2704 1206
V/C Ratio(X) 0.60 0.13 0.41 0.71 0.40 0.16
Avail Cap(c_a), veh/h 622 553 170 1573 2704 1206
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 51.0 49.5 52.2 3.3 4.4 3.5
Incr Delay (d2), s/veh 5.0 0.6 3.5 2.8 0.5 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.8 0.9 4.6 3.1 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.1 50.0 55.7 6.0 4.9 3.7
LnGrp LOS E D E A A A
Approach Vol, veh/h 81 1150 1279
Approach Delay, s/veh 55.1 7.4 4.7
Approach LOS E A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 100.2 11.8 9.0 91.2
Change Period (Y+Rc), s 5.3 4.6 4.2 5.3
Max Green Setting (Gmax), s 48.7 39.4 10.8 47.7
Max Q Clear Time (g_c+I1), s 27.9 6.2 3.9 13.7
Green Ext Time (p_c), s 9.2 0.2 0.0 9.6
Intersection Summary
HCM 7th Control Delay, s/veh 7.5
HCM 7th LOS A
Notes
User approved ignoring U-Turning movement.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 7: Armstrong Avenue & Church Avenue 11/25/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 127 35 2 96 7 43 130 6 18 81 41 Future Volume (veh/h) 59 127 35 2 96 7 43 130 6 18 81 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 66 141 39 2 107 8 48 144 7 20 90 46 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 174 507 430 8 306 23 139 378 18 68 202 103
Arrive On Green 0.10 0.27 0.27 0.00 0.18 0.18 0.08 0.22 0.22 0.04 0.17 0.17 Sat Flow, veh/h 1767 1856 1572 1767 1705 127 1767 1755 85 1767 1157 592 Grp Volume(v), veh/h 66 141 39 2 0 115 48 0 151 20 0 136 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 0 1833 1767 0 1840 1767 0 1749 Q Serve(g_s), s 1.5 2.6 0.8 0.0 0.0 2.4 1.1 0.0 3.1 0.5 0.0 3.0 Cycle Q Clear(g_c), s 1.5 2.6 0.8 0.0 0.0 2.4 1.1 0.0 3.1 0.5 0.0 3.0 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.05 1.00 0.34
Lane Grp Cap(c), veh/h 174 507 430 8 0 328 139 0 396 68 0 306 V/C Ratio(X) 0.38 0.28 0.09 0.26 0.00 0.35 0.34 0.00 0.38 0.29 0.00 0.44 Avail Cap(c_a), veh/h 357 1211 1026 317 0 1124 317 0 1112 317 0 1085 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.4 12.4 11.8 21.6 0.0 15.6 19.0 0.0 14.6 20.4 0.0 16.1 Incr Delay (d2), s/veh 1.4 0.3 0.1 17.5 0.0 0.6 1.5 0.0 0.6 2.4 0.0 1.0 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 0.6 0.8 0.2 0.1 0.0 0.8 0.4 0.0 1.0 0.2 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.7 12.7 11.9 39.1 0.0 16.3 20.4 0.0 15.2 22.7 0.0 17.1 LnGrp LOS B B B D B C B C B
Approach Vol, veh/h 246 117 199 156
Approach Delay, s/veh 14.5 16.7 16.5 17.8
Approach LOS B B B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.9 15.4 4.4 17.9 7.6 13.6 8.5 13.8 Change Period (Y+Rc), s 4.2 6.0 4.2 * 6 4.2 * 6 4.2 6.0 Max Green Setting (Gmax), s 7.8 26.3 7.8 * 28 7.8 * 27 8.8 26.7 Max Q Clear Time (g_c+I1), s 2.5 5.1 2.0 4.6 3.1 5.0 3.5 4.4 Green Ext Time (p_c), s 0.0 0.6 0.0 0.8 0.0 0.6 0.0 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 16.1
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB
Directions Served L R TR L
Maximum Queue (ft) 363 200 31 76
Average Queue (ft) 157 97 4 32
95th Queue (ft) 320 198 19 62
Link Distance (ft) 2565 1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 50 4
Queuing Penalty (veh) 86 5
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 30 96 54 87 93 61 106 105 57 61 67 47 Average Queue (ft) 16 39 30 29 28 20 40 46 27 21 38 11
95th Queue (ft) 39 70 47 58 54 44 77 81 50 45 62 29
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB SB
Directions Served L R L T T T R
Maximum Queue (ft) 278 270 96 423 369 352 55
Average Queue (ft) 164 59 24 219 157 138 21
95th Queue (ft) 248 170 61 382 270 262 49
Link Distance (ft) 450 475 1256 1256
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 200 250
Storage Blk Time (%) 9 2 6 1 1
Queuing Penalty (veh) 11 4 2 0 1
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB
Directions Served L T R UL T R L L
Maximum Queue (ft) 65 86 58 115 44 57 26 26
Average Queue (ft) 18 38 17 40 18 19 2 6
95th Queue (ft) 42 65 39 78 36 37 15 21
Link Distance (ft) 1964 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB NB SB SB SB SB
Directions Served L R L T U T T R
Maximum Queue (ft) 193 107 31 323 26 250 237 53
Average Queue (ft) 96 40 6 147 2 76 83 12
95th Queue (ft) 165 81 24 278 14 184 199 38
Link Distance (ft) 1668 1668 1997 1276 1276
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250
Storage Blk Time (%) 2 0 0
Queuing Penalty (veh) 0 0 0
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 186 173 132 65 173 150 318 335 51 160 242 182 Average Queue (ft) 92 70 22 32 86 78 141 180 17 78 129 102 95th Queue (ft) 159 135 66 59 157 140 244 306 36 142 201 166 Link Distance (ft) 2479 2479 884 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%) 0 1 4 0 0
Queuing Penalty (veh) 0 3 10 0 0
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 97
Average Queue (ft) 41
95th Queue (ft) 82
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft) 118 198 119 53 247 201 147 74 241
Average Queue (ft) 49 111 55 19 165 120 69 20 165
95th Queue (ft) 101 193 98 47 236 185 126 50 244
Link Distance (ft) 1619 2489 2616 632
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 124
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Fowler Avenue & Hamilton Avenue
Movement WB WB NB SB SB
Directions Served L R TR L T
Maximum Queue (ft) 136 111 51 93 29
Average Queue (ft) 42 49 5 44 1
95th Queue (ft) 91 86 24 76 10
Link Distance (ft) 2565 1307 1306
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%) 2 1
Queuing Penalty (veh) 2 0
Intersection: 2: Armstrong Avenue & Hamilton Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 30 72 54 51 27 44 49 91 65 25 68 64
Average Queue (ft) 17 31 29 30 22 14 25 39 22 16 35 8
95th Queue (ft) 39 58 52 51 35 33 47 66 49 32 62 30
Link Distance (ft) 2565 1949 846 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 175 200 200 150 150 200 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Temperance Avenue & Hamilton Avenue
Movement EB EB NB NB SB SB SB
Directions Served L R L T T T R
Maximum Queue (ft) 134 64 289 510 300 301 54
Average Queue (ft) 79 16 37 238 153 125 28
95th Queue (ft) 130 43 123 476 272 248 50
Link Distance (ft) 450 475 1256 1256
Upstream Blk Time (%) 1
Queuing Penalty (veh) 6
Storage Bay Dist (ft) 190 200 250
Storage Blk Time (%) 8 1 1
Queuing Penalty (veh) 3 0 2
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Armstrong Avenue & California Avenue
Movement EB EB EB WB WB WB NB SB SB
Directions Served L T R UL T R L L R
Maximum Queue (ft) 49 24 45 23 86 39 51 26 12
Average Queue (ft) 14 16 14 11 40 12 8 7 0
95th Queue (ft) 40 33 34 29 76 25 30 24 4
Link Distance (ft) 1970 794 794
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 120 250 70 230 115
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: Temperance Avenue & California Avenue
Movement EB EB NB NB SB SB SB SB
Directions Served L R L T U T T R
Maximum Queue (ft) 104 19 96 474 25 288 292 55
Average Queue (ft) 25 3 31 167 1 74 80 18
95th Queue (ft) 59 14 75 408 8 221 242 48
Link Distance (ft) 1660 1660 1997 1277 1277
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250
Storage Blk Time (%) 5 1 1
Queuing Penalty (veh) 1 0 2
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 11/25/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Fowler Avenue & Church Avenue
Movement EB EB EB EB WB WB NB NB NB SB SB SB
Directions Served UL T T R L TR UL T R UL T T
Maximum Queue (ft) 185 149 22 43 88 149 86 255 20 53 160 161 Average Queue (ft) 82 33 3 12 21 41 42 107 9 12 80 39
95th Queue (ft) 156 80 14 32 58 95 76 199 22 36 140 115 Link Distance (ft) 2479 2479 901 1067 1067 1880 1880
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 215 115 200 240 240
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 6: Fowler Avenue & Church Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 96
Average Queue (ft) 38
95th Queue (ft) 73
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Armstrong Avenue & Church Avenue
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft) 95 53 52 31 76 68 90 54 124
Average Queue (ft) 40 30 16 4 43 21 44 21 44
95th Queue (ft) 74 58 42 19 76 47 84 53 88
Link Distance (ft) 1602 2489 2616 632
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 17
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed AM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 487 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.85 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.29 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 5.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 52.8
Vehicle Results
Average Speed, mi/h 52.8 Percent Followers, % 54.1
Segment Travel Time, minutes 1.14 Follower Density, followers/mi/ln 5.0 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 5.0 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 13:14:24 40 AM.xuf
HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 12/3/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Fresno Time Analyzed PM Peak
Project Description Armstrong Avenue
between Geary Avenue
and Church Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 10 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 8.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 218 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.90 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.13 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 55.2
Speed Slope Coefficient 3.55202 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.33477 PF Power Coefficient 0.74803 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 1.4 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 53.7
Vehicle Results
Average Speed, mi/h 53.7 Percent Followers, % 34.7
Segment Travel Time, minutes 1.12 Follower Density, followers/mi/ln 1.4 Vehicle LOS A
Facility Results
T Follower Density, followers/mi/ln LOS
1 1.4 A
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 12/03/2024 13:14:42 40 PM.xuf
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | J
(559) 570-8991
Appendix J: Traffic Signal Warrants
California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 45 MPH
Minor St: Critical Approach Speed 45 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
Fowler Ave
Hamilton Ave
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
DC
AB
10/07/24
10/07/24
09/17/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
911
(280)
Minor Street
147 154
(84) (160) (112) 147 165 154
945 794

MINIMUM REQUIREMENTS
(120)
105 262 165
Both Approaches
1101
165
(336) 735 1142
(80% SHOWN IN BRACKETS)
150 200 140 122
122 147 144
147
262 165
Highest Approach 144
Major Street (480) 911
420 794
961
500 350
(400) 810
600 945 810 735 961 1101 1142
1 U R
7:00 AM8:00 AM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM

APPROACH LANES
U R
3:00 PM
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
3:00 PM4:00 PM

TWO WARRANTS SATISFIED
80%
911
165 154
1142 911
165 154
810 735 794
1101
961
1142
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
144
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 262 165 122 147
262 165
Yes
(60) (56) 147

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 735 794
U
(600) (720) (504) 945
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 810 961
Major Street
Highest Approach
(420)
122 147 144 147
1101

APPROACH LANES
Both Approaches 945
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 40 MPH
Minor St: Critical Approach Speed 45 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
DC
AB
07/05/24
07/05/24
06/04/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A

APPROACH LANES
Armstrong Ave
Hamilton Ave
(80% SHOWN IN BRACKETS)
U R
3:00 PM

MINIMUM REQUIREMENTS
U R
7:00 AM8:00 AM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 292
420 325
390
500 350
(400) 359
600 486 359 283 390 371 339
1 390
200
Major Street
Highest Approach
(420)
87 132 168 170
371
150 87

APPROACH LANES
Both Approaches
140
87 132 168
486
132
160 131
Highest Approach 168
525 900 630 283 325
(80% SHOWN IN BRACKETS)
U
(600) (720) (504) 486
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 359

2. INTERRUPTION OF CONTINUOUS TRAFFIC
168
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 160 131 87 132
160 131
Yes
(60) (56) 170

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
371
292
157 122
339 292
157 122
359 283 325
371
390
157
339
283 339
5:00 PM6:00 PM
1 2 or More
(336)
R
292
(280)
Minor Street
170 122
3:00 PM
(84) (160) (112) 170 157 122
486 325

MINIMUM REQUIREMENTS
(120)
160 131
4:00 PM
105
Both Approaches
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 45 MPH
Minor St: Critical Approach Speed 45 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
DC
AB
07/05/24
07/05/24
06/04/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A

APPROACH LANES
Temperance Ave
Hamilton Ave
(80% SHOWN IN BRACKETS)
U R
3:00 PM

MINIMUM REQUIREMENTS
U R
7:00 AM8:00 AM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 400
420 439
591
500 350
(400) 418
600 536 418 380 591 628 576
1 591
200
Major Street
Highest Approach
(420)
108 107 147 129
628
150 108

APPROACH LANES
Both Approaches
140
108 107 147
536
107
346 188
Highest Approach 147
525 900 630 380 439
(80% SHOWN IN BRACKETS)
U
(600) (720) (504) 536
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 418

2. INTERRUPTION OF CONTINUOUS TRAFFIC
147
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 346 188 108 107
346 188
Yes
(60) (56) 129

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
628
400
133 132
576 400
133 132
418 380 439
628
591
133
576
380 576
5:00 PM6:00 PM
1 2 or More
(336)
R
400
(280)
Minor Street
129 132
3:00 PM
(84) (160) (112) 129 133 132
536 439

MINIMUM REQUIREMENTS
(120)
346 188
4:00 PM
105
Both Approaches
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 45 MPH
Minor St: Critical Approach Speed 35 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
DC
AB
07/11/24
07/11/24
06/04/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A

APPROACH LANES
Armstrong Ave
California Ave
(80% SHOWN IN BRACKETS)
U R
2:00 PM

MINIMUM REQUIREMENTS
U R
7:00 AM8:00 AM8:00 AM3:00 PM4:00 PM
2 or More 1:00 PM
6:00 PM
Major Street (480) 292
420 252
303
500 350
(400) 317
600 383 317 317 303 472 368
1 303
200
Major Street
Highest Approach
(420)
142 91 106 97
472
150 142

APPROACH LANES
Both Approaches
140
142 91 106
383
91 262 142
Highest Approach 106
525 900 630 317 252
(80% SHOWN IN BRACKETS)
U
(600) (720) (504) 383
7:00 AM8:00 AM8:00 AM1:00 PM
U R
750 317

2. INTERRUPTION OF CONTINUOUS TRAFFIC
106
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 262 142 142 91
262 142
Yes
(60) (56) 97

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
472
292
78 77
368 292
78 77
317 317 252
472
303
78 368
317 368
4:00 PM6:00 PM
1 2 or More
(336)
R
292
(280)
Minor Street
97 77
2:00 PM
(84) (160) (112) 97 78 77
383 252

MINIMUM REQUIREMENTS
(120)
262 142
3:00 PM
105
Both Approaches
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 45 MPH
Minor St: Critical Approach Speed 45 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
DC
AB
07/05/24
07/05/24
06/04/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A

APPROACH LANES
Fowler Ave
Church Ave
(80% SHOWN IN BRACKETS)
U R
2:00 PM

MINIMUM REQUIREMENTS
U R
7:00 AM8:00 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 603
420 444
548
500 350
(400) 773
600 677 773 522 548 670 648
1 548
200
Major Street
Highest Approach
(420)
139 148 184 253
670
150 139

APPROACH LANES
Both Approaches
140
139 148 184
677
148
354 233
Highest Approach 184
525 900 630 522 444
(80% SHOWN IN BRACKETS)
U
(600) (720) (504) 677
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 773

2. INTERRUPTION OF CONTINUOUS TRAFFIC
184
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 354 233 139 148
354 233
Yes
(60) (56) 253

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
670
603
233 201
648 603
233 201
773 522 444
670
548
233
648
522 648
4:00 PM5:00 PM
1 2 or More
(336)
R
603
(280)
Minor Street
253 201
2:00 PM
(84) (160) (112) 253 233 201
677 444

MINIMUM REQUIREMENTS
(120)
354 233
3:00 PM
105
Both Approaches
1 California MUTCD 2014 Edition Page 844
(FHWA'S MUTCD 2009 Edition, as amended for use in California) Signal Warrant Analysis

COUNT DATE

CALC DATE

CHK DATE
Major St: Critical Approach Speed 45 MPH
Minor St: Critical Approach Speed 45 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)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO (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
DC
AB
07/05/24
07/05/24
06/04/24
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Armstrong Ave
Church Ave
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO

APPROACH LANES
U R
2:00 PM
U R
7:00 AM8:00 AM9:00 AM3:00 PM4:00 PM
2 or More 12:00 PM
5:00 PM
Major Street (480) 228
420 172
342
500 350
(400) 304
600 629 304 223 342 352 238
1 150 200 140 40
40 91 123
91 230 141
Highest Approach 123
(80% SHOWN IN BRACKETS)
352
103
(336) 223 238
228
(280)
Minor Street
153 77
(84) (160) (112) 153 103 77
629 172

MINIMUM REQUIREMENTS
(120)
105 230 141
Both Approaches
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
342
Major Street
Highest Approach
(420)
40 91 123 153
352

APPROACH LANES
Both Approaches 525 900 630 629 223 172
U
(600) (720) (504) 629
7:00 AM8:00 AM9:00 AM12:00 PM
U R
750 304

2. INTERRUPTION OF CONTINUOUS TRAFFIC
123
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 230 141 40 91
230 141
Yes
(60) (56) 153

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
228
103 77
238 228
103 77
304 223 172
352
342
238
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DC 10/07/24
AB 10/07/24
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:

1. Fowler Ave / Hamilton Ave
1142
144 147 165
(Higher Volume Approach)
945
262
Major Street
(Total of Both Approaches)
Minor Street
961 1101
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DC 07/05/24
AB 07/05/24
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

2. Armstrong Ave / Hamilton Ave
339
168 170 157
(Higher Volume Approach)
486
160
Major Street
(Total of Both Approaches)
Minor Street
390 371
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DC 07/05/24
AB 07/05/24
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

3. Temperance Ave / Hamilton Ave
576
147 129 133
(Higher Volume Approach)
536
346
Major Street
(Total of Both Approaches)
Minor Street
591 628
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 8:00 AM 3:00 PM
Volume Volume Volume Volume
DC 07/11/24
AB 07/11/24
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

4. Armstrong Ave / California Ave
472
142 142 97
(Higher Volume Approach)
383
262
Major Street
(Total of Both Approaches)
Minor Street
317 317
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 3:00 PM 4:00 PM
Volume Volume Volume Volume
DC 07/05/24
AB 07/05/24
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

6. Fowler Ave / Church Ave
648
233 253 233
(Higher Volume Approach)
677
354
Major Street
(Total of Both Approaches)
Minor Street
773 670
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
7:00 AM 8:00 AM 2:00 PM 3:00 PM
Volume Volume Volume Volume
DC 07/05/24
AB 07/05/24
Part 4: Highway Traffic Signals
November 7, 2014
2 or More
Lanes & 2
or More
Lanes
2 or More
Lanes &
1 Lane
1 Lane
&
1 Lane
Satisfied: Yes No
Chapter 4C: Traffic Control Signal Needs Studies
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions

7. Armstrong Ave / Church Ave
352
141 123 153
(Higher Volume Approach)
629
230
Major Street
(Total of Both Approaches)
Minor Street
304 342
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

Date:
2 www.JLBTraffic.com
[email protected]
516 W Shaw Ave., Ste 103
Fresno, CA 93704 .
(559) 570-8991 .
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. Fowler Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
272 (164) VPH
Fowler Avenue Total of Both Approaches =
1027 (1101) 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. Armstrong Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
186 (170) VPH
Armstrong Avenue Total of Both Approaches =
525 (371) 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. Temperance Avenue / Hamilton Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Hamilton
Avenue
Highest
Approach
Volume =
334 (130) VPH
Temperance Avenue Total of Both Approaches =
556 (628) 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. Armstrong Avenue / California 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
California
Avenue
Highest
Approach
Volume =
274 (102) VPH
Armstrong Avenue Total of Both Approaches =
449 (357) 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

6. Fowler 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
Church
Avenue
Highest
Approach
Volume =
353 (223) VPH
Fowler Avenue Total of Both Approaches =
982 (648) 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

7. Armstrong Avenue / Church Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Church
Avenue
Highest
Approach
Volume =
255 (103) VPH
Armstrong Avenue Total of Both Approaches =
697 (238) 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. Fowler Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
305 (189) VPH
Fowler Avenue Total of Both Approaches =
1043 (1134) 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. Armstrong Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
200 (148) VPH
Armstrong Avenue Total of Both Approaches =
543 (404) 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. Temperance Avenue / Hamilton Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Hamilton
Avenue
Highest
Approach
Volume =
304 (112) VPH
Temperance Avenue Total of Both Approaches =
614 (688) 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. Armstrong Avenue / California 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
California
Avenue
Highest
Approach
Volume =
185 (88) VPH
Armstrong Avenue Total of Both Approaches =
471 (344) 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. Temperance Avenue / California 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
California
Avenue
Highest
Approach
Volume =
106 (40) VPH
Temperance Avenue Total of Both Approaches =
585 (581) 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

7. Armstrong Avenue / Church Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Church
Avenue
Highest
Approach
Volume =
260 (109) VPH
Armstrong Avenue Total of Both Approaches =
685 (261) 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. Fowler Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
342 (222) VPH
Fowler Avenue Total of Both Approaches =
1218 (1334) 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. Armstrong Avenue / Hamilton Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Hamilton
Avenue
Highest
Approach
Volume =
217 (185) VPH
Armstrong Total of Both Approaches =
716 (524) 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. Temperance Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
367 (122) VPH
Temperance Avenue Total of Both Approaches =
921 (904) 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. Armstrong Avenue / California 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
California
Avenue
Highest
Approach
Volume =
200 (103) VPH
Armstrong Avenue Total of Both Approaches =
664 (510) 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. Temperance Avenue / California Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
California
Avenue
Highest
Approach
Volume =
226 (49) VPH
Temperance Avenue Total of Both Approaches =
886 (785) 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

7. Armstrong Avenue / Church Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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 =
444 (198) VPH
Major Street Total of Both Approaches =
837 (337) 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 2046 plus Project Traffic Conditions

1. Fowler Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
320 (182) VPH
Fowler Avenue Total of Both Approaches =
1399 (1425) 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 2046 plus Project Traffic Conditions

2. Armstrong Avenue / Hamilton Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Hamilton
Avenue
Highest
Approach
Volume =
228 (173) VPH
Armstrong Avenue Total of Both Approaches =
655 (489) 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 2046 plus Project Traffic Conditions

3. Temperance Avenue / Hamilton 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
Hamilton
Avenue
Highest
Approach
Volume =
373 (176) VPH
Temperance Avenue Total of Both Approaches =
2186 (2364) 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 2046 plus Project Traffic Conditions

4. Armstrong Avenue / California Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
California
Avenue
Highest
Approach
Volume =
246 (179) VPH
Armstrong Avenue Total of Both Approaches =
627 (448) 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 2046 plus Project Traffic Conditions

5. Temperance Avenue / California Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
California
Avenue
Highest
Approach
Volume =
247 (73) VPH
Temperance Avenue Total of Both Approaches =
2051 (2187) 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 2046 plus Project Traffic Conditions

7. Armstrong Avenue / Church Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is 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
Armstrong
Avenue
Highest
Approach
Volume =
414 (179) VPH
Church Avenue Total of Both Approaches =
985 (326) VPH
Project Name: Simonian Property
Applicant/Developer: Bonadelle Neighborhoods
Major Cross Streets: California and Armstrong
Project Address:

APN(s): 31616016,17,43,59 and 61
Gross Project Site Area: 38.76 acres
Baseline VMT from COG Calculator: 16.9 per capita
Calculation Run By: DKB
Date of Calculation: 9/6/2024
City of Fresno

URBAN FORM VMT CALCULATOR
Basic Information
Area dedicated to internal streets (including major streets which are entirely within the project site) : 13.8 acres Area of park space or other public open space: 0.5 acres Area of landscaping outlots and other space that will not be available for residential and commercial uses: 1.4 acres Net area of the project site (land avaialble for residential and commercial uses) : 23.1 acres
Number of single family dwellings (attached and
detached) : 202.0 units
Number of multifamily dwellings (including ADUs and
duplexes) : 0.0 units
Total number of dwellings: 202.0 units
Number of affordable/BMR dwellings
(including single-family and multifamily) : 0.0 units
Total office space within project: 0.0 square feet
Total retail and other non-residential space within the project (excluding office and industrial ): 0.0 square feet Average Front Setback of Residential Structures: 13.0 feet Average Front Setback of Non-Residential Structures: 0.0 feet Number of driveways serving residential uses: 202.0 driveways Number of driveways serving non-residential uses 0.0 driveways Number of dwelling units without dedicated parking: 0.0 units Number of single family dwelling units with alley loaded parking: 0.0 units
Number of single family dwelling units with recessed
garages
202.0 units
Number of pedestrian entrances into project buildings
which face a street and are located within 20 feet of a sidewalk:
202.0 entrances
Land Use Information
Length of project frontage that is adjacent to major streets (including major streets adjacent to the project or within the project) :
2,598.0 feet
Length of project perimeter that is adjacent to other sites (developed or undeveloped) : 3,920.0 feet
Total Length of project perimeter: 6,518.0 feet
Are there residential uses adjacent to non-residential uses (including those inside and at the edge of the project, and including instances where a non-major street is the
boundary) :

No
Length of the boundary between residential uses nonresidential uses (including those inside and at the edge of the project, and including instances where a non-major
street is the boundary) :
feet
Length of project perimeter that is adjacent to major
streets that is occupied by residential uses: 2,598.0
Length of project perimeter that is adjacent to major
streets that is occupied by non-residential uses: 0.0
Total number of ungated pedestrian connections (a single street with 2 sidewalks counts as 1) from residential part of project to adjacent non-residential use (including those inside and outside of the project):

0.0 connections
Total number of ungated automobile connections from
the residential part of project to adjacent non-residential uses (including those inside and outside of the project) :

0.0 connections
Total number of ungated pedestrian connections (a single street with 2 sidewalks counts as 1) from project to
adjacent development sites:

4.0 connections
Total number of ungated automobile connections from
project to adjacent development sites: 4.0 connections
Total number of ungated pedestrian connections (a single street with 2 sidewalks counts as 1) from project to
adjacent major streets:

6.0 connections
Total number of ungated automobile connections from
project to adjacent major streets: 6.0 connections
Total number of controlled intersections on adjacent
major streets: 1.0 intersections
Distance between the transit stop serving the project and the nearest pedestrian connection to the project
(following safe and legal pedestrian paths, not as the crow flies) .
300.0 feet
Project Perimeter and Major Street Connections
Total length of all major streets within the project
(if applicable) : 1,323.0 feet
Total length of all major streets, within the project and at the perimeter: 3,921.0 feet
Length of major street frontage with tall fencing (over 4 feet in height) or soundwalls: 3,241.0 feet
Average width of sidewalks on major streets, within the project and at the perimeter: 12.0 feet
Total length in feet of all protected bike lanes and offstreet trails: 3,921.0 feet Does the project have internal minor streets
(include public and private streets) ? Yes
Total length of internal streets (excluding intersections, and excluding major streets) : 8,857.0 feet
Total length of Residential Lot Frontage Facing Internal Streets: 11,363.0 feet
Total length of Non-Residential Lot Frontage Facing
Internal Streets: 0.0 feet
Total length of all Lot Frontage Facing Internal Streets: 11,363.0 feet Average block length (This is based on streets, not
frontages. Measure the length of each block along the
centerline of each street between intersections. To count as an intersection there must be at least three
approaches—elbows do not count. Streets which stub off
at the border of the subdivision cannot be counted as a block because the distance to the n ext intersection is unknown) :
273.0 feet
Average local street roadway width: 36.0 feet
Total number of intersections in project
(including those that connect to adjacent major streets) : 24.0 intersections Length of internal streets with two sidewalks: 8,857.0 feet Length of internal streets with one sidewalk: 0.0 feet
Length of internal streets with no sidewalks: 0.0 feet
Total length of all sidewalks within project: 17,714.0 feet Average residential sidewalk width: 6.0 feet
Average non-residential sidewalk width: 12.0 feet
Length of internal streets with parkway strips
(4 feet or wider) : 2,267.0 feet
Total number of street trees
(only include those planted within the street right of way) : 360.0 trees Average diameter of street tree canopy, or spread, at
maturity: 40.0 feet
Total number of pedestrian-scaled street lights
(18' feet high or less, within street right of way but not projecting over the roadway) :

54.0 lights
Internal System of Minor Streets
If "No" leave the remaining cells blank and scroll down to see results of Urban Form VMT analysis.

Type of Project: Residential Project
Baseline VMT For this Location (from COG model): 16.90 per capita The urban form of this project warrants a VMT reduction of: 17.17%
The adjusted VMT for this project is: 14.00 per capita
The the regional VMT threshold is: 14.01 per capita
This project exceeds exceeds the local VMT threshold by: 0.00 per capita After analysis of its urban form, does this project still have a VMT impact which must be mitigated through a fee or
other meaasure?
NO
Results of Urban Form VMT Analysis

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