Agenda packet — Visalia City Council, July 20, 2026 (part 13 of 14)

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'-_ - - - - - - - - - - - - - - - - - ----------------- - - - - -- - A A A A A A A A A A A L.1 - - 2626
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd BURNETT ROAD Distance (ft) 393. Direction S Secondary Rd AVENUE 152 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Tulare Population 9 Rpt Dist Beat 003 Type 3 CalTrans Badge 017108 Collision Date 20220105 Time 1145 Day WEDPrimary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220111Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 CONS ZONE Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 61 M H HNBD ENT TRAF N F 2600 FORD 2017 - 4 N - M G 2 DRVR 73 F W HNBD PROC ST N A 0100 LEXS 2007 - 4 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 CABRILLO Distance (ft) 156. Direction E Secondary Rd IRWIN NCIC 5406 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Tulare County Tulare Population 4 Rpt Dist 5406 Beat 0AO Type 0 CalTrans Badge 63 Collision Date 20220217 Time 1008 Day THUPrimary Collision Factor NOT DRIVER Violation Collision Type OTHER Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220315 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1 DRVR 57 M W HNBD STOPPED E A 0100 MACK 2018 - 3 N - M G 2 PRKD 998 - PARKED E A 0100 - 2022 - - - - - -
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 CAJON AV Distance (ft) 76.0 Direction Secondary Rd PINE ST NCIC 5408 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Woodlake County Tulare Population 2 Rpt Dist 5408 Beat Type 0 CalTrans Badge 1952 Collision Date 20220822 Time 0909 Day MONPrimary Collision Factor R-O-W AUTO Violation 21802A Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20230320Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 18 M HNBD ENT TRAF N E 2232 FORD 2016 - 3 A 21802 - 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 CALDWELL Distance (ft) 0.00 Direction Secondary Rd DEMAREE NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Visalia County Tulare Population 5 Rpt Dist 480 Beat 012 Type 0 CalTrans Badge A361 Collision Date 20220911 Time 0728 Day SUNPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type OVERTURNED Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20221021Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 21 M H HBD-UI PROC ST W A 0100 - 2014 - 3 A 21453 - L G 2 DRVR 65 M W HNBD LFT TURN E D 2300 - 2019 - 3 - - 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 CALDWELL Distance (ft) 60.0 Direction W Secondary Rd LOVERS LN NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge A321 Collision Date 20220101 Time 0448 Day SATPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220311Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 61 M H HBD-UI LFT TURN S A 0100 AUDI 2001 - - A 21650 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

Page 177 ends

2627
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd E BUENA VISTA AV Distance (ft) 58.0 Direction W Secondary Rd N EDISON ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 026 Type 0 CalTrans Badge C60 Collision Date 20220713 Time 0613 Day WEDPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220919Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 22 M H HBD-UI LFT TURN W A 0100 FORD 1997 - 3 A 23103 - M F PASS 18 M 3 0 M G PASS 17 F 6 0 M GPASS 17 F 4 0 M G
2 PRKD 998 - PARKED - A 0100 - 2011 - - - - - -
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 CALDWELL AV Distance (ft) 360. Direction W Secondary Rd N VILLA ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge A339 Collision Date 20220205 Time 2118 Day SATPrimary Collision Factor WRONG SIDE Violation 21650 Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220415Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit 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 HNBD PROC ST W A 0100 FORD 2012 - 3 A 22350 F L G 2 PRKD 998 - W - 0000 - 2022 - - - - - -
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 CALDWELL AV Distance (ft) 0.00 Direction Secondary Rd S BURKE ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Q33 Type 0 CalTrans Badge M292 Collision Date 20220916 Time 1159 Day FRIPrimary Collision Factor DRVR ALC|DRG Violation 23152B Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20221017Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 30 M HBD-UI PROC ST E A 0100 - 2019 - - - - 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 E CALDWELL AV Distance (ft) 0.00 Direction Secondary Rd S COURT ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge C59 Collision Date 20220424 Time 1408 Day SUNPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220630Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 45 M B HBD-UI LFT TURN S A 0100 - 2007 - 3 A 21453 N L G PASS 998 F 3 0 L G 2 DRVR 40 M HNBD PROC ST N A 0100 FIAT 2012 - 3 N - L G DRVR POSSIBL 40 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 E CALDWELL AV Distance (ft) 10.0 Direction N Secondary Rd S LOVERS LN NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Q34 Type 0 CalTrans Badge M292 Collision Date 20221101 Time 1402 Day TUEPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20221215Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 78 M HNBD PROC ST S F 2600 - 1999 - - N - M G PASS MINOR 53 F 3 0 M G 2 DRVR 64 F HNBD STOPPED S F 2600 - 2016 - - N - M G3 DRVR 35 F HNBD STOPPED S A 0700 - 2021 - - N - M G DRVR MINOR 35 F 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

Page 226 ends

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2628
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd LOVERS LN Distance (ft) 480. Direction S Secondary Rd E NOBLE AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 033 Type 0 CalTrans Badge C59 Collision Date 20220418 Time 1413 Day MONPrimary Collision Factor NOT DRIVER Violation Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220615Weather1 CLEAR Weather2 Rdwy Surface SLIPPERY Rdwy Cond1 OTHER Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1 DRVR 46 F HNBD RGT TURN N A 0100 - 2019 - - N - M G DRVR COMP PN 46 F 1 0 M G 2 DRVR 31 M A HNBD PROC ST N A 0100 - 2014 - - 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 LOVERS LN Distance (ft) 0.00 Direction Secondary Rd MINERAL KING NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 026 Type 0 CalTrans Badge A343 Collision Date 20220917 Time 1013 Day SATPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221122Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 31 M H HBD-UI PROC ST S A 0100 - 2013 - 3 - - M B 2 DRVR 34 M W HNBD STOPPED S A 0100 - 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 LOVERS LN Distance (ft) 0.00 Direction Secondary Rd NOBLE NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 026 Type 0 CalTrans Badge A353 Collision Date 20220129 Time 2240 Day SATPrimary Collision Factor STOP SGN|SIG Violation 21453A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20220309Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 54 F HNBD PROC ST N A 0100 JEEP 2004 - - F - - - 2 DRVR 32 M H HNBD PROC ST E A 0100 - 2012 - - N - - - PASS COMP PN 30 F 2 0 N F 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 LOVERS LN Distance (ft) 0.00 Direction Secondary Rd WALNUT AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge A339 Collision Date 20220806 Time 2142 Day SATPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220919Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 41 M H HBD-UI LFT TURN S A 0100 - 2018 - 3 A 23152 - L G 2 DRVR 23 M W HNBD PROC ST N A 0100 - 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 LYNCH DRIVE Distance (ft) 34.0 Direction S Secondary Rd ROAD 256 NCIC 9481 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 020 Type 3 CalTrans Badge 018029 Collision Date 20220916 Time 1610 Day FRIPrimary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220927Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 24 F H HNBD RAN OFF RD N A 0100 CHEV 2013 - 3 N - L G DRVR MINOR 24 F 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

Page 350 ends

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2629
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd ROAD 144 Distance (ft) 25.0 Direction N Secondary Rd AVENUE 8 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 005 Type 3 CalTrans Badge 020837 Collision Date 20220818 Time 1615 Day THUPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220822Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 51 M H HNBD PROC ST S D 2200 TOYT 1989 - 3 N - P G 2 DRVR 28 M H HNBD STOPPED S D 2200 GMC 2005 - 3 N - M G3 DRVR 30 F W HNBD STOPPED S A 0700 TOYT 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 ROAD 144 Distance (ft) 2640 Direction N Secondary Rd STATE ROUTE 201 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 002 Type 3 CalTrans Badge 018521 Collision Date 20220407 Time 1656 Day THUPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity FATAL #Killed 1 #Injured 1 Tow Away? Y Process Date 20220603Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run FELONY Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 41 M H HBD-UI OPPOS LN S A 0100 HOND 2007 - 4 A 22107 M L G DRVR KILLED 42 M 1 0 L G 2 DRVR 67 M H HNBD PROC ST N A 0100 HOND 2001 - 3 N - L G DRVR POSSIBL 67 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 ROAD 148 Distance (ft) 3.00 Direction N Secondary Rd AVENUE 280 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 017108 Collision Date 20220213 Time 1420 Day SUNPrimary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220223Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 38 F W HNBD PROC ST N A 0700 TOYT 2003 - 4 N - M G 2 DRVR 38 M H HNBD PROC ST W D 2200 CHEV 1991 - 4 N - P G DRVR POSSIBL 38 M 1 0 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 ROAD 148 Distance (ft) 1056 Direction N Secondary Rd AVENUE 280 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 012900 Collision Date 20220315 Time 0655 Day TUEPrimary Collision Factor R-O-W AUTO Violation 21801A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220316Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 69 M W HNBD LFT TURN N D 2200 RAM 2022 - 3 N - M G 2 DRVR 26 F H HNBD PROC ST S A 0100 TOYT 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 ROAD 148 Distance (ft) 0.00 Direction Secondary Rd AVENUE 280 NCIC 9480 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity UNINCORP. County Tulare Population 9 Rpt Dist Beat 006 Type 3 CalTrans Badge 019427 Collision Date 20220406 Time 1812 Day WEDPrimary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 4 Tow Away? N Process Date 20220418Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithTRAIN Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 51 M W HBD-UI PROC ST S A 0700 CHEV 2003 - 3 A 22450 - M G DRVR SERIOUS 51 M 1 0 M G PASS MINOR 50 M 3 0 M G
2 DRVR 61 M W HNBD PROC ST E D 2200 DODG 1998 - 3 N - M H3 DRVR 43 F W HNBD STOPPED N A 0100 FORD 2005 - 3 N - M G DRVR POSSIBL 43 F 1 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info

Page 583 ends

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2630
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd S LOVERS LN Distance (ft) 23.0 Direction S Secondary Rd E NOBLE AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat P33 Type 0 CalTrans Badge M333 Collision Date 20220301 Time 0913 Day TUEPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220420Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 36 M W HNBD PROC ST N A 0700 - 2000 - 3 N - M G 2 DRVR 45 F H HNBD STOPPED N - 0000 - 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 S LOVERS LN Distance (ft) 190. Direction S Secondary Rd E NOBLE AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat P33 Type 0 CalTrans Badge C60 Collision Date 20220324 Time 1728 Day THUPrimary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220524Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 26 M H HNBD ENT TRAF N A 0100 - 2000 - 3 N - M G 2 DRVR 26 M H HNBD PROC ST N J 4800 - 2019 - 3 N - M G PASS 28 F - - - - 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 LOVERS LN Distance (ft) 132. Direction S Secondary Rd E NOBLE AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 033 Type 0 CalTrans Badge M226 Collision Date 20221213 Time 1407 Day TUEPrimary Collision Factor STRTNG|BCKNG Violation 22106 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20230127Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 46 M W HNBD PROC ST N A 0700 - 2015 - 3 N - M G 2 DRVR 50 M H HNBD STOPPED N D 2200 - 2003 - 3 N - M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd S LOVERS LN Distance (ft) 0.00 Direction Secondary Rd EAST K ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Type 0 CalTrans Badge C59 Collision Date 20220507 Time 1333 Day SATPrimary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20220630Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 M H HNBD LFT TURN E A 0100 FORD 2014 - 3 N - L G DRVR MINOR 998 M 1 0 L G 2 DRVR 25 F HNBD PROC ST S A 0100 - 2014 - 3 N - L G DRVR MINOR 25 F 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 S LOVERS LN Distance (ft) 0.00 Direction Secondary Rd K AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge A251 Collision Date 20220908 Time 2042 Day THUPrimary Collision Factor R-O-W AUTO Violation 21800B Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221017Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 22 F H HNBD LFT TURN E A 0100 - 2011 - 3 F - L G PASS 21 F 2 0 M G 2 DRVR 46 F HNBD PROC ST S A 0100 JEEP 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 733 ends

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2631
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 695
Include State Highways cases
Jurisdiction(s): Visalia
Primary Rd S LOVERS LN Distance (ft) 0.00 Direction Secondary Rd EAST K ST NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Type 0 CalTrans Badge C59 Collision Date 20220507 Time 1333 Day SATPrimary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 2 Tow Away? Y Process Date 20220630Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 M H HNBD LFT TURN E A 0100 FORD 2014 - 3 N - L G DRVR MINOR 998 M 1 0 L G 2 DRVR 25 F HNBD PROC ST S A 0100 - 2014 - 3 N - L G DRVR MINOR 25 F 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 S LOVERS LN Distance (ft) 0.00 Direction Secondary Rd K AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge A251 Collision Date 20220908 Time 2042 Day THUPrimary Collision Factor R-O-W AUTO Violation 21800B Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20221017Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 22 F H HNBD LFT TURN E A 0100 - 2011 - 3 F - L G PASS 21 F 2 0 M G 2 DRVR 46 F HNBD PROC ST S A 0100 JEEP 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 S MADSEN ST Distance (ft) 0.00 Direction Secondary Rd W WALNUT AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat R12 Type 0 CalTrans Badge C56 Collision Date 20221031 Time 1235 Day MONPrimary Collision Factor R-O-W AUTO Violation 21802A Collision Type OTHER Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20221208Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithBICYCLE Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 75 M W HNBD RGT TURN S A 0100 FORD 2011 - 3 N - M G 2 BICY 93 M A HNBD PROC ST E L 0400 - - 3 N - - - BICY POSSIBL 93 M 0 0 P V 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 MC AULIFF ST Distance (ft) 0.00 Direction Secondary Rd E WALNUT NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Type 0 CalTrans Badge C59 Collision Date 20220613 Time 1625 Day MONPrimary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20220915Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 42 M H HNBD PROC ST S F 2600 - 2012 - 3 N - L G 2 DRVR 22 F HNBD PROC ST W A 0100 - 2018 - 3 N - - - PASS COMP PN 998 M 4 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 MOONEY BL Distance (ft) 0.00 Direction Secondary Rd AVE 272 NCIC 5407 State Hwy? Y Route 63 Postmile Prefix - Postmile 5.011 Side of Hwy NCity Visalia County Tulare Population 5 Rpt Dist 480 Beat R12 Type 0 CalTrans 6 Badge C56 Collision Date 20221103 Time 1451 Day THUPrimary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20221223Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type I Ramp/Int 5 1F DRVR 41 F W HNBD PROC ST E A 0100 - 2007 - - N - B H DRVR SERIOUS 41 F 1 0 L H 2 DRVR 33 M W HBD-UI PROC ST N D 2200 - 2006 - - 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

Page 95 ends

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2632
01/01/2022 thru 12/31/2022
Report Run On: 10/27/2023
Total Count: 5663
Include State Highways cases
County: Tulare
Primary Rd S MT VERNON AV Distance (ft) 38.0 Direction N Secondary Rd W APIA ST NCIC 5404 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Lindsay County Tulare Population 2 Rpt Dist 5404 Beat 017 Type 0 CalTrans Badge 677 Collision Date 20220717 Time 0913 Day SUNPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220816Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 58 M W HNBD PROC ST S D 2200 - 2002 - 3 F - M G 2 PRKD 998 - PARKED - - 0031 - - 3 - - - -
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 OAK VIEW Distance (ft) 51.0 Direction S Secondary Rd W JAMES NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat Q34 Type 0 CalTrans Badge A366 Collision Date 20220228 Time 2145 Day MONPrimary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220415Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit 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 S A 0100 - 2014 - - 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 S OAK VIEW Distance (ft) 12.0 Direction S Secondary Rd W JAMES NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge M194 Collision Date 20220302 Time 0913 Day WEDPrimary Collision Factor IMPROP TURN Violation 22103 Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20220420Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 31 M B HNBD U-TURN S A 0100 - 2011 - 3 N - M G
2 DRVR 47 F HNBD PROC ST S A 0700 - 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 S PINKHAM ST Distance (ft) 0.00 Direction Secondary Rd E K RD NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge 11895 Collision Date 20221014 Time 0713 Day FRIPrimary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? N Process Date 20221206Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 73 F H HNBD PROC ST S A 0700 JEEP 2015 - 3 N - M G 2 DRVR 21 M H HNBD PROC ST N A 0700 - 2011 - 3 N - L G PASS MINOR 20 F 3 0 L G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd S PINKHAM ST Distance (ft) 0.00 Direction Secondary Rd WALNUT AV NCIC 5407 State Hwy? N Route Postmile Prefix Postmile Side of HwyCity Visalia County Tulare Population 5 Rpt Dist 480 Beat 034 Type 0 CalTrans Badge 12389 Collision Date 20220601 Time 2143 Day WEDPrimary Collision Factor OTHER HAZ Violation 21451A Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20220629Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 998 M H HNBD LFT TURN N A 0100 - 2008 - 3 N - L G 2 DRVR 49 F H HNBD PROC ST S A 0700 - 2004 - 3 N - L G PASS 49 F 4 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 738 ends

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-b2633
Case Listing

Page 184 ends

Report run on: 9/9/2025 252900 Jan 1, 2023 - Jun 30, 2023 Crashes in Tulare Co.Total Count: 3,077 City VISALIA County TULARE Population 5 Rpt Dist 480 Q34 Beat Type CalTrans Dist Badge M333 Crash Date 20230206 Time 1154 Day MON Primary Crash Factor STOP SGN|SIG Violation 21453A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20230410
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 Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude Longitude Local Rpt # 23-010626 Case ID 9560207 Primary Rd S LOVER LN
Distance(ft)I Direction Secondary Rd

E WALNUT AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 18 M HNBD PROC ST N A 0100 - 2007 - 3 N - L G DRVR MINOR 18 M 1 L G 0 PASS 23 F 3 L G 0
2 DRVR 36 M HNBD PROC ST E A 0100 - 2012 - 3 N - L G DRVR POSSIBLE 36 M 1 L G 0 City PORTERVILLE County TULARE Population 4 Rpt Dist SEC1 Beat Type CalTrans Dist Badge 268 Crash Date 20230206 Time 1208 Day MON Primary Crash Factor
R-O-W AUTO Violation 21800B Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20230317
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 Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.07472 Longitude 119.02413 Local Rpt # 23P05921 Case ID 9548116 Primary Rd HAWAII ST
Distance(ft)I Direction Secondary Rd SCHOOL AV
NCIC State Hwy 5405 ? N Route Postmile Side of Hwy Postmile Prefix

OBJ STRUCK
Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.27156 Longitude 119.13623 Local Rpt # 9480-2023-00263 Case ID 91994370 Primary Rd STATE ROUTE 65
Distance(ft)700
Direction Secondary Rd S
AVENUE 268
NCIC State Hwy 9480 ? Y Route Postmile Side of Hwy Postmile Prefix

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 35 M H HNBD PROC ST N D 2200 CHEV 2016 - 3 N - M G DRVR POSSIBLE 35 M 1 M G 0 2 DRVR 54 M H HNBD STOPPED N A 0100 SCIO 2005 - 3 N - M G DRVR POSSIBLE 54 M 1 M G 03 DRVR 58 M W HNBD PROC ST S D 2200 DODG 2003 - - N - M G

Page 184 of 966 ends

2634
Case Listing

Page 509 ends

Report run on: 9/9/2025 252900 Jan 1, 2023 - Jun 30, 2023 Crashes in Tulare Co.Total Count: 3,077 City LINDSAY County TULARE Population 2 Rpt Dist 21L Beat Type CalTrans Dist Badge 670 Crash Date 20230407 Time 0733 Day FRI Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20230523
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 Longitude Local Rpt # 23L-00539 Case ID 9567121 Primary Rd MIRAGE
Distance(ft)15
Direction Secondary Rd W VALENCIA BL
NCIC State Hwy 5404 ? N Route Postmile Side of Hwy Postmile Prefix

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 80 M H HNBD ENT TRAF E D 2200 - 2011 - 3 N - G M
2 DRVR 59 M B HNBD PROC ST N A 0100 - 2009 - 3 N - L G DRVR OTH VIS 59 - 1 L G -3 DRVR 41 M H HNBD STOPPED W D 2200 - 2017 - - N - G M City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 006 Type CalTrans Dist 3 Badge 013914Crash Date 20230407 Time 1018 Day FRI Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity INJURY # Killed 0 # Injured 1 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 NT PRS/FCTR Loc Type Ramp/Int Latitude 36.29818 Longitude 119.24266 Local Rpt # 9480-2023-00714 Case ID 92043255 Primary Rd AVENUE 280
Distance(ft)110
Direction Secondary Rd E
ROAD 148
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 68 F W HNBD PROC ST W A 0800
DODG 1999 - 3 N - L H DRVR MINOR 68 F 1 L H 0
2 DRVR 22 F H HNBD STOPPED W A 0100 HOND 2008 - 3 N - M G 3 DRVR 73 F W HNBD STOPPED W A 0100
TOYT 2008 - 3 N - M G
4 DRVR 73 F W HNBD STOPPED W A 0100
TOYT 2014 - 4 N - M G
5 DRVR 47 F O HNBD STOPPED W A 0700
TOYT 2019 - 4 N - M G
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 006 Type CalTrans Dist 3 Badge 017108Crash Date 20230407 Time 1225 Day FRI Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 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 36.12380 Longitude 119.32187 Local Rpt # 9480-2023-00719 Case ID 92042944 Primary Rd ROAD 112
Distance(ft)I Direction Secondary Rd
AVENUE 184
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

Page 509 of 966 ends

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Case Listing

Page 546 ends

Report run on: 9/9/2025 252900 Jan 1, 2023 - Jun 30, 2023 Crashes in Tulare Co.Total Count: 3,077 City VISALIA County TULARE Population 5 Rpt Dist 480 Beat Type CalTrans Dist Badge M293 Crash Date 20230414 Time 0730 Day FRI Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20230608
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 Longitude Local Rpt # 23-030801 Case ID 9566946 Primary Rd S LOVERS LN
Distance(ft)I Direction Secondary Rd

E SUNNYSIDE AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 38 F W HNBD LFT TURN E A 0100 - 2021 - 3 N - L G DRVR SERIOUS 38 F 1 L G 0 2 DRVR 45 M HNBD PROC ST S A 0100 - 2019 - 3 N - L - DRVR POSSIBLE 45 M 1 L G 0 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 003 Type CalTrans Dist 3 Badge 017713Crash Date 20230414 Time 0747 Day FRI Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type HIT OBJECT Severity INJURY # Killed 0 # Injured 1 Tow Away? N Process Date 20230418
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With
NON-CLSN Lighting
DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.22550 Longitude 119.39501 Local Rpt # 9480-2023-00767 Case ID 92047779 Primary Rd PROSPERITY AVE.

Distance(ft)410
Direction Secondary Rd W COLPIEN RD.

NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 76 M H HNBD PROC ST W A 0100
NISS 2019 - 3 A 22107 - L G DRVR MINOR 76 M 1 L G 0
City PORTERVILLE County TULARE Population 4 Rpt Dist SEC 1 001 Beat Type CalTrans Dist Badge 296 Crash Date 20230414 Time 0752 Day FRI Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type HEAD-ON Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20230516
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 36.07335 Longitude 119.06485 Local Rpt # 23P15948 Case ID 9567107 Primary Rd MORTON AV
Distance(ft)I Direction Secondary Rd

ARGYLE ST
NCIC State Hwy 5405 ? N Route Postmile Side of Hwy Postmile Prefix

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 42 F W HNBD LFT TURN N D 2200 - 2013 - 3 N - M G PASS 11 M 3 M G 0 PASS 13 F 6 M G 0PASS 10 M 4 M G 0
2 DRVR 31 F O HNBD PROC ST E A 0700 - 2023 - 3 N - L G3 PRKD 998 - PARKED W A 0700 - 2002 - - N - - -

Page 546 of 966 ends

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Case Listing

Page 797 ends

Report run on: 9/9/2025 252900 Jul 1, 2023 - Dec 31, 2023 Crashes in Tulare Co.Total Count: 3,210 City VISALIA County TULARE Population 5 Rpt Dist 480 P33 Beat Type CalTrans Dist Badge A349 Crash Date 20231118 Time 2115 Day SAT
Primary Crash Factor
DRVR ALC|DRG Violation 23152B Crash Type HEAD-ON Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240311
Weather1 CLOUDY Weather2 Rdwy Surface WET 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 Longitude Local Rpt # 23-098531 Case ID 9678881 Primary Rd NOBLE AV
Distance(ft)180
Direction Secondary Rd E WATSON ST
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 M H HBD-UI RGT TURN E A 0100 - 2018 - - - - M G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 050 Type CalTrans Dist 3 Badge 019578Crash Date 20231118 Time 2500 Day SAT Primary Crash Factor IMPROP TURN Violation 22107 Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20231122
Weather1 CLOUDY Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With PKD MV Lighting DARK - NO ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.05511 Longitude 118.96948 Local Rpt # 9481-2023-00759 Case ID 92242584 295
ALTA VISTA 9481
N
AVENUE

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

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 UNS TURN E - 9900 - - 4 N - B B 2 PRKD 998 - PARKED E A 0700 JEEP 2019 - 4 N - - -
City VISALIA County TULARE Population 5 Rpt Dist 480 Q34 Beat Type CalTrans Dist Badge A349 Crash Date 20231119 Time 0220 Day SUN
Primary Crash Factor
DRVR ALC|DRG Violation 23153B Crash Type
REAR END Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240217
Weather1 CLEAR Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting
DARK - ST LTS Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.31269 Longitude 119.26056 Local Rpt # 23-098600 Case ID 9599204 Primary Rd E WALNUT AVE
Distance(ft)0 Direction Secondary Rd E S LOVERS LANE
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 32 M H HBD-UI PROC ST W A 0100 - 2017 - - - - L G
2 DRVR 64 M H HNBD PROC ST W D 2200 - 2009 - - - - L G DRVR MINOR 64 M 1 L G 0 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 005 Type CalTrans Dist 3 Badge 018861Crash Date 20231119 Time 0645 Day SUN Primary Crash Factor
NOT DRIVER Violation Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20231127
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
DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.02142 Longitude 119.29482 Local Rpt # 9480-2023-02463 Case ID 92245471 Primary Rd ROAD 124
Distance(ft)232
Direction Secondary Rd S
AVENUE 128
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

Page 797 of 1013 ends

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Case Listing

Page 850 ends

Report run on: 9/9/2025 252900 Jul 1, 2023 - Dec 31, 2023 Crashes in Tulare Co.Total Count: 3,210 City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist Badge A359 Crash Date 20231129 Time 1559 Day WED
Primary Crash Factor WRONG SIDE Violation 21650 Crash Type HEAD-ON Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240108
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 Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude 36.30618 Longitude 119.26946 Local Rpt # 23-101789 Case ID 9634058 Primary Rd PINKHAM ST
Distance(ft)205
Direction Secondary Rd S K AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 53 M H HNBD PROC ST - F 2600 - 2006 - 3 N - L G DRVR MINOR 53 M 1 L G 0 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 001 Type CalTrans Dist 3 Badge 017291Crash Date 20231129 Time 1730 Day WED Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20231205
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 Ped Action Cntrl Dev DARK - NO ST LTS NT PRS/FCTR Loc Type Ramp/Int Latitude 36.45467 Longitude 119.48510 Local Rpt # 9480-2023-02534 Case ID 92253108 Primary Rd MERRITT DR
Distance(ft)I Direction Secondary Rd CHURCH DR
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 65 M H HNBD PROC ST S D 2200 CHEV 2005 - 4 N - M G 2 DRVR 23 M W HNBD PROC ST E D 2200 FORD 2019 - 4 N - L G City PORTERVILLE County TULARE Population 4 Rpt Dist 2 Beat Type CalTrans Dist Badge 282 Crash Date 20231129 Time 1821 Day WED Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20231226
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 Ped Action Cntrl Dev DARK - ST LTS FNCTNG Loc Type Ramp/Int Latitude 36.07065 Longitude 119.01620 Local Rpt # 23P54872 Case ID 9642536 Primary Rd MAIN ST
Distance(ft)17
Direction Secondary Rd N CLEVELAND AV
NCIC State Hwy 5405 ? N Route Postmile Side of Hwy Postmile Prefix

Page 850 of 1013 ends

2638
Case Listing

Page 420 ends

Report run on: 9/9/2025 252900 Av. Jan 1, 2024 - Av. Jun 30, 2024 Crashes in Tulare Co.Total Count: 2,978 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 001 Type CalTrans Dist 3 Badge 019349Crash Date 20240323 Time 0700 Day SAT Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240402
Weather1 RAINING Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER OBJ Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.38448 Longitude 119.39482 Local Rpt # 9480-2024-00618 Case ID 92352594 ROAD 80 314
S
AVENUE 328 9480
N

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

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 32 M H HNBD UNS TURN S D 2200 GMC 2008 - 3 N - M G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 002 Type CalTrans Dist 3 Badge 019186Crash Date 20240323 Time 0900 Day SAT Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
N Process Date 20240327
Weather1 CLOUDY Weather2
RAINING Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.48692 Longitude 119.30484 Local Rpt # 9480-2024-00620 Case ID 92348691 Primary Rd AVE 284
Distance(ft)125
Direction Secondary Rd W
ROAD 120
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 32 M H HNBD PROC ST E A 0100 HOND 2001 - 3 N - M G 2 DRVR 38 F W HNBD STOPPED E A 0100 HOND 2006 - 3 N - M G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 003 Type CalTrans Dist 3 Badge 021370Crash Date 20240323 Time 0935 Day SAT Primary Crash Factor
NOT DRIVER Violation Crash Type OTHER Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240402
Weather1 CLOUDY Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With
ANIMAL Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.18835 Longitude 119.49326 Local Rpt # 9480-2024-00626 Case ID 92352550 Primary Rd ROAD 36
Distance(ft)2640
Direction Secondary Rd N
AVENUE 216
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 47 F H HNBD PROC ST S A 0100
TOYT 2002 - 3 N - M G
City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist Badge A359 Crash Date 20240323 Time 1045 Day SAT
Primary Crash Factor STOP SGN|SIG Violation 21453A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 1 Tow Away? N Process Date 20240425
Weather1 CLEAR Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude 36.29828 Longitude 119.26089 Local Rpt # 24-023807 Case ID 9681387 Primary Rd CALDWELL AV
Distance(ft)I Direction Secondary Rd

LOVERS LN
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

Page 420 of 932 ends

2639
Case Listing

Page 660 ends

Report run on: 9/9/2025 252900 Av. Jan 1, 2024 - Av. Jun 30, 2024 Crashes in Tulare Co.Total Count: 2,978 City DINUBA County TULARE Population 3 Rpt Dist 5401 00B Beat Type CalTrans Dist Badge 2132 Crash Date 20240507 Time 1322 Day TUE Primary Crash Factor
NOT DRIVER Violation Crash Type
AUTO/PED Severity PDO # Killed 0 # Injured 0 Tow Away?
N Process Date 20240711
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With PED Lighting DAYLIGHT Ped Action Cntrl Dev X-WLK AT IS NT PRS/FCTR Loc Type Ramp/Int Latitude Longitude Local Rpt #
DA2401631 Case ID 9677164
Primary Rd ELMONTE WAY
Distance(ft)I Direction Secondary Rd

N PERRY ST
NCIC State Hwy 5401 ? N Route Postmile Side of Hwy Postmile Prefix

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 PED 998 - IMP UNK IMP UNK PROC ST E N 6000 - - - N - - -2 DRVR 39 M A IMP UNK IMP UNK RGT TURN W A 0100 - 2015 - - N - M A PASS 998 M 3 - A -
City DINUBA County TULARE Population 3 Rpt Dist 5401 001 Beat Type CalTrans Dist Badge 2116 Crash Date 20240507 Time 1412 Day TUE Primary Crash Factor OTHER IMPROP DRV Violation Crash Type OTHER Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240917
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 Longitude Local Rpt #
DA2401632 Case ID 9677472
Primary Rd W NEBRASKA AV
Distance(ft)11
Direction Secondary Rd N
RD 72
NCIC State Hwy 5401 ? N Route Postmile Side of Hwy Postmile Prefix

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 29 F H HNBD PROC ST N A 0700 - 2018 - - - - M G DRVR COMP PN 29 M 1 M G 0 PASS 2 M 4 M Q 0
2 DRVR 62 M H HNBD PROC ST E A 0100 - 2021 - - - - M G
City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist Badge A395 Crash Date 20240507 Time 1420 Day TUE
Primary Crash Factor
DRVR ALC|DRG Violation 23152B Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240712
Weather1 CLEAR Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With OTHER MV Lighting
DARK - ST LTS Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude Longitude Local Rpt # 24-036038 Case ID 9714400 Primary Rd LOVERS LN
Distance(ft)I Direction Secondary Rd WALNUT AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

Page 660 of 932 ends

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Case Listing

Page 746 ends

Report run on: 9/9/2025 252900 Av. Jan 1, 2024 - Av. Jun 30, 2024 Crashes in Tulare Co.Total Count: 2,978 City VISALIA County TULARE Population 5 Rpt Dist 480 025 Beat Type CalTrans Dist Badge 12635 Crash Date 20240523 Time 1608 Day THU Primary Crash Factor
R-O-W AUTO Violation 21801A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20240716
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 36.34193 Longitude 119.29353 Local Rpt # 24-041541 Case ID 9714390 Primary Rd HOUSTON AV
Distance(ft)I Direction Secondary Rd
LOCUST
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 27 F H HNBD LFT TURN E A 0100 - 2004 - - N - L C DRVR POSSIBLE 27 F 1 L G 0 2 DRVR 19 M H HNBD PROC ST W A 0100 - 2012 - - N - L
A DRVR POSSIBLE 19 M 1 L G 0
City VISALIA County TULARE Population 5 Rpt Dist 480 025 Beat Type CalTrans Dist Badge 12458 Crash Date 20240523 Time 1917 Day THU Primary Crash Factor
LANE CHANGE Violation 21658A Crash Type SIDESWIPE Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240711
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 36.32742 Longitude 119.30753 Local Rpt # 24-041660 Case ID 9706538 Primary Rd RT 63
Distance(ft)91
Direction Secondary Rd E

DOLLNER ST
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 M W HNBD CHANG LN W A 0100 - 2016 - - N - M G
2 DRVR 23 F HNBD PROC ST W A 0100 - 2018 - - N - L G DRVR MINOR 23 F 1 L G 0 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 006 Type CalTrans Dist 3 Badge 021370Crash Date 20240523 Time 2110 Day THU
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20240607
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, ADD

OBJ STRUCK
Lighting
DARK - ST LTS Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude 36.29819 Longitude 119.24308 Local Rpt # 9480-2024-01098 Case ID 92409054 Primary Rd AVENUE 280
Distance(ft)I Direction Secondary Rd
ROAD 148
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

Page 746 of 932 ends

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Case Listing

Page 918 ends

Report run on: 9/9/2025 252900 Av. Jan 1, 2024 - Av. Jun 30, 2024 Crashes in Tulare Co.Total Count: 2,978 City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist Badge 12293 Crash Date 20240627 Time 2024 Day THU Primary Crash Factor
DRVR ALC|DRG Violation 23152A Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240731
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 Ped Action Cntrl Dev DARK - ST LTS FNCTNG Loc Type Ramp/Int Latitude Longitude Local Rpt # 24-051979 Case ID 9716997 Primary Rd E CALDWELL AV
Distance(ft)I Direction Secondary Rd S LOVERS LN
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 47 M HBD-UI PROC ST W A 0700 FORD 2021 - - A 21650 - L B 2 DRVR 26 F PROC ST W A 0700 JEEP 2021 - - N - M C PASS 21 F 2 M C 0 PASS 998 M 5 M G 0
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 010 Type CalTrans Dist 3 Badge 021227Crash Date 20240627 Time 2150 Day THU
Primary Crash Factor
R-O-W AUTO Violation 21453B Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240708
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 Ped Action Cntrl Dev DARK - ST LTS FNCTNG Loc Type Ramp/Int Latitude 36.21057 Longitude 119.13623 Local Rpt # 9481-2024-00374 Case ID 92432559 Primary Rd ROAD 196
Distance(ft)60
Direction Secondary Rd S SR-137
NCIC State Hwy 9481 ? N Route Postmile Side of Hwy Postmile Prefix

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 20 F H HNBD RGT TURN S A 0100
TOYT 2012 - 3 N - M G
2 DRVR 27 M H HNBD PROC ST S A 0700 KIA 2007 - 3 N - M G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 021 Type CalTrans Dist 2 Badge 020917Crash Date 20240627 Time 2313 Day THU
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240705
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, ADD

OBJ STRUCK
Lighting Ped Action Cntrl Dev DARK - NO ST LTS NT PRS/FCTR Loc Type Ramp/Int Latitude 36.13920 Longitude 119.05766 Local Rpt # 9481-2024-00372 Case ID 92431703 ORANGE BELT 300
N
AVENUE 192 9481
N
DRIVE
Primary Rd
Distance(ft)
Direction Secondary Rd
NCIC State Hwy? Route Postmile Side of Hwy Postmile Prefix

Page 918 of 932 ends

2642
Case Listing

Page 35 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 093 Type CalTrans Dist 1 Badge 018521Crash Date 20240707 Time 2145 Day SUN
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240711
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 CONS ZONE Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With OTHER OBJ Lighting
DARK - ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.17297 Longitude 119.32994 Local Rpt # 9480-2024-01413 Case ID 92436556 Primary Rd SR-99 N/B
Distance(ft)3168
Direction Secondary Rd S PAIGE AVE
NCIC State Hwy 9480 ? Y Route Postmile Side of Hwy Postmile Prefix

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 28 M A HNBD OTHER N A 0100
NISS 2024 - 3 N - M G
City VISALIA County TULARE Population 5 Rpt Dist 480 Q34 Beat Type CalTrans Dist Badge 12540 Crash Date 20240707 Time 2251 Day SUN Primary Crash Factor IMPROP TURN Violation 22100A Crash Type HEAD-ON Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240821
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 Longitude Local Rpt # 24055023 Case ID 9725040 Primary Rd K ST
Distance(ft)27
Direction Secondary Rd E PINKHAM
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 83 F W HNBD LFT TURN S A 0100 FORD 2018 - 3 F - M C City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 050 Type CalTrans Dist 3 Badge 021183Crash Date 20240707 Time 2330 Day SUN Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240718
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 - NO ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 35.91431 Longitude 118.67339 Local Rpt # 9481-2024-00395 Case ID 92442743 1848
0 MOUNTAIN ROAD 56 9481
N
(HOT SPRINGS ROA

MOUNTAIN ROAD
N
50 (PARKER PASS D
Primary Rd
Distance(ft)
Direction Secondary Rd
NCIC State Hwy? Route Postmile Side of Hwy Postmile Prefix

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 26 F H IMP UNK IMP UNK UNS TURN S A 0100 KIA 2017 - 4 N - M B City DINUBA County TULARE Population 3 Rpt Dist 5401 Beat Type CalTrans Dist Badge 2134 Crash Date 20240708 Time 0044 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240820
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With PKD MV Lighting
DARK - ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude Longitude Local Rpt #
DA2402408 Case ID 9717189
Primary Rd SAN ANTONIO AV
Distance(ft)762
Direction Secondary Rd E CRAWFORD AV
NCIC State Hwy 5401 ? N Route Postmile Side of Hwy Postmile Prefix

Page 35 of 978 ends

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-
_A_ A _A_.A.._A_A_A_A A A A A A A --- - -- - - - - - - - A A _.A._.A._A_A ,A. .J. .,__.,_ .J. J.. J.. J.. l.. - l.. l.. l.. l.. l,. J... J... J... .>.. .>.. 2643
Case Listing

Page 111 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist Badge A268 Crash Date 20240725 Time 0156 Day THU
Primary Crash Factor STOP SGN|SIG Violation 21453A Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20241014
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With OTHER MV Lighting DARK - ST LTS Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int Latitude Longitude Local Rpt # 24-059939 Case ID 9730754 Primary Rd LOVERS LN
Distance(ft)I Direction Secondary Rd CALDWELL AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 70 M W HNBD PROC ST N A 0100 - 2022 - 2 F - - -
2 OTHR 998 - PROC ST E - 0000 - 2017 - - O - - -
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 005 Type CalTrans Dist 3 Badge 021044Crash Date 20240725 Time 0425 Day THU
Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20240801
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
DARK - NO ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 35.96435 Longitude 119.26116 Local Rpt # 9480-2024-01532 Case ID 93097553 Primary Rd AVENUE 96
Distance(ft)300
Direction Secondary Rd W
ROAD 140
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 61 M H HNBD PROC ST E D 2200 FORD 2004 - 3 N - L G 2 DRVR 30 M H HNBD PROC ST E M 4646 KUBOT 2012 - 3 N - P P DRVR MINOR 30 M 1 P P 0 3 DRVR 57 F H HNBD PROC ST W A 0100
NISS 2018 - 3 N - M G
City TULARE County TULARE Population 4 Rpt Dist
DIST2 0AO Beat Type CalTrans Dist Badge JAFLQCrash Date 20240725 Time 1036 Day THU Primary Crash Factor
NOT DRIVER Violation Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240820
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With OTHER OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude Longitude Local Rpt # 24-38767 Case ID 9717631 Primary Rd TULARE
Distance(ft)3 Direction Secondary Rd E
B
NCIC State Hwy 5406 ? N Route Postmile Side of Hwy Postmile Prefix

Page 111 of 978 ends

_'{_'{_'{_'{ - - - - - - - _'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{_'{ - -,-) '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ '{ >->- I
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>-
l,. A A .>.. .>.. .>.. ). l.. l.. l.. ). ). ). ). ). ). l. l... A. l. l.. ). ). ). ). ). ). ). ). l. A. l. l.. ). ). ). ). ). ). ). ). ). ). ). ). ). \. \. \. \. \. \ \ -
2644
Case Listing

Page 258 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 045 Type CalTrans Dist 1 Badge 019543Crash Date 20240824 Time 1025 Day SAT
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type OVERTURNED Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240829
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With
NON-CLSN Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.56615 Longitude 119.13351 Local Rpt # 9480-2024-01736 Case ID 94375989 SR-245 (MILLWOOD 100
S BOYD DR 9480
Y
DR)
Primary Rd
Distance(ft)
Direction Secondary Rd
NCIC State Hwy? Route Postmile Side of Hwy Postmile Prefix

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 23 M H HNBD RAN OFF RD N C 0200 SUZI 2022 - 3 A 22350 - P W City VISALIA County TULARE Population 5 Rpt Dist 480 026 Beat Type CalTrans Dist Badge 12536 Crash Date 20240824 Time 1033 Day SAT Primary Crash Factor HAZ PARKING Violation 22500E Crash Type SIDESWIPE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20241226
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With PKD MV Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude Longitude Local Rpt # 24-069016 Case ID 9757742 Primary Rd DINUBA BL
Distance(ft)85
Direction Secondary Rd E PROSPECT AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 51 F HNBD STOPPED N A 0100 - 2014 - - - - - -
2 DRVR 33 M HNBD STOPPED N J 4300 - 2012 - - - - - -
City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist BadgeC56 Crash Date 20240824 Time 1116 Day SAT Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20240927
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 Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude 36.31269 Longitude 119.26056 Local Rpt # 24-069031 Case ID 9738571 Primary Rd S LOVERS LN
Distance(ft)15
Direction Secondary Rd N

E WALNUT AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

Page 258 of 978 ends

2645
Case Listing

Page 264 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 006 Type CalTrans Dist 3 Badge 022293Crash Date 20240825 Time 2305 Day SUN Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
N Process Date 20240827
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 Ped Action Cntrl Dev DARK - ST LTS FNCTNG Loc Type Ramp/Int Latitude 36.29803 Longitude 119.26084 Local Rpt # 9480-2024-01750 Case ID 94371901 Primary Rd ROAD 140
Distance(ft)10
Direction Secondary Rd S
AVENUE 280
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 27 M H HNBD CHANG LN N A 0100 HOND 2019 - 3 N - M G 2 DRVR 22 F H HNBD STOPPED N A 0100
TOYT 2024 - 3 N - M G
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 010 Type CalTrans Dist 3 Badge 020784Crash Date 20240826 Time 0107 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? Y Process Date 20240910
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With OTHER OBJ Lighting Ped Action Cntrl Dev DARK - NO ST LTS NT PRS/FCTR Loc Type Ramp/Int Latitude 36.11775 Longitude 119.07164 Local Rpt # 9481-2024-00498 Case ID 94389083 Primary Rd ROAD 224
Distance(ft)785
Direction Secondary Rd S
AVENUE 182
NCIC State Hwy 9481 ? N Route Postmile Side of Hwy Postmile Prefix

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 57 M W IMP UNK IMP UNK UNS TURN N A 0100
NISS 2021 - 4 N - L
A
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 091 Type CalTrans Dist 1 Badge 018521Crash Date 20240826 Time 0126 Day MON
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20240903
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, ADD

OBJ STRUCK
Lighting Ped Action Cntrl Dev DARK - ST LTS NT PRS/FCTR Loc Type Ramp/Int Latitude 36.44452 Longitude 119.48290 Local Rpt # 9480-2024-01749 Case ID 94380083 Primary Rd SR-99 N/B
Distance(ft)3168
Direction Secondary Rd S MERRITT DR
NCIC State Hwy 9480 ? Y Route Postmile Side of Hwy Postmile Prefix

Page 264 of 978 ends

2646
Case Listing

Page 671 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 053 Type CalTrans Dist 1 Badge 021234Crash Date 20241104 Time 2035 Day MON
Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
Y Process Date 20241107
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, ADD

OBJ STRUCK
Lighting
DARK - ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 36.13237 Longitude 118.81578 Local Rpt # 9481-2024-00676 Case ID 94461389 Primary Rd STATE ROUTE 190
Distance(ft)560
Direction Secondary Rd E BRIDGE DRIVE
NCIC State Hwy 9481 ? Y Route Postmile Side of Hwy Postmile Prefix

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 H HNBD PROC ST W D 2200 FORD 2003 - 3 N - M G 2 DRVR 34 F H HNBD PROC ST W A 0100 CHEV 2016 - 1 N - L G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 095 Type CalTrans Dist 1 Badge 021547Crash Date 20241105 Time 0510 Day
TUE
Primary Crash Factor IMPROP TURN Violation 22107 Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20241112
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
DARK - NO ST LTS Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int Latitude 35.79188 Longitude 119.25210 Local Rpt # 9480-2024-02362 Case ID 94466493 Primary Rd SR-99 S/B
Distance(ft)300
Direction Secondary Rd N COUNTY LINE ROAD
NCIC State Hwy 9480 ? Y Route Postmile Side of Hwy Postmile Prefix

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 38 M H HNBD OTHER S B 0735 CADI 2019 - 3 N - M G
2 DRVR 38 M H HNBD PROC ST S G 2731 VOLV 2013 - 3 N - P G City VISALIA County TULARE Population 5 Rpt Dist 480 Q34 Beat Type CalTrans Dist Badge M372 Crash Date 20241105 Time 0736 Day TUE Primary Crash Factor
R-O-W AUTO Violation 21802A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20250113
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 36.29829 Longitude 119.26090 Local Rpt # 24-089924 Case ID 9770693 Primary Rd S LOVERS LN
Distance(ft)I Direction Secondary Rd

E CALDWELL AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

Page 671 of 978 ends

I
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>-
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--
I
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( '" l,.. l,.. l.. l.._.).._.).. l. l. l,.. l,.. l,.. l,.. l.. _i.._.).._ - l. l. l. l,.. l,.. l.. _i.._i.._i.._.).._ - l. l. l. l,.. l,.. l.. l.. - - _l._ - l. l. l,.. l,.. l.. - - - - - - - _i.._.).._ - l. l. - - - - - - - - 2647
Case Listing

Page 744 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 005 Type CalTrans Dist 3 Badge 019048Crash Date 20241118 Time 1613 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
N Process Date 20241127
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With PKD MV Lighting Ped Action Cntrl Dev DUSK/DAWN NT PRS/FCTR Loc Type Ramp/Int Latitude 35.89505 Longitude 119.26910 Local Rpt # 9480-2024-02449 Case ID 94485679 Primary Rd E. BOBBI AVENUE
Distance(ft)150
Direction Secondary Rd W CHURCH ROAD
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

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 M H IMP UNK IMP UNK UNS TURN E A 0700
LINC 2008 - 4 N - B B
2 PRKD 998 - PARKED E A 0100 FORD 2006 - 3 N - - -
City TULARE County TULARE Population 4 Rpt Dist
DIST2 0AO Beat Type CalTrans Dist BadgeOZHLGCrash Date 20241118 Time 1626 Day MON Primary Crash Factor
R-O-W AUTO Violation 21453B Crash Type BROADSIDE Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20241213
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 Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude 36.21301 Longitude 119.34888 Local Rpt # 2460407 Case ID 9760545 Primary Rd CROSS
Distance(ft)I Direction Secondary Rd J NCIC State Hwy 5406 ? N Route Postmile Side of Hwy Postmile Prefix

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 46 F H HNBD RGT TURN W A 0700 - 2011 - 3 N - M G
2 DRVR 55 M HNBD PROC ST N A 0100 - 1998 - 3 N - M G
City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 006 Type CalTrans Dist 3 Badge 017108Crash Date 20241118 Time 1710 Day MON Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
Y Process Date 20241119
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 Ped Action Cntrl Dev DARK - NO ST LTS NT PRS/FCTR Loc Type Ramp/Int Latitude 36.29780 Longitude 119.26085 Local Rpt # 9480-2024-02454 Case ID 94476128 Primary Rd ROAD 140
Distance(ft)125
Direction Secondary Rd S CALDWELL AVENUE
NCIC State Hwy 9480 ? N Route Postmile Side of Hwy Postmile Prefix

Page 744 of 978 ends

2648
Case Listing

Page 868 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City VISALIA County TULARE Population 5 Rpt Dist 480 034 Beat Type CalTrans Dist BadgeC60 Crash Date 20241209 Time 1051 Day MON Primary Crash Factor STOP SGN|SIG Violation 21453A Crash Type BROADSIDE Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20250129
Weather1 CLOUDY Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and RunFELONY Motor Veh Involved With OTHER MV Lighting Ped Action Cntrl Dev DAYLIGHT FNCTNG Loc Type Ramp/Int Latitude 36.29728 Longitude 119.26089 Local Rpt # 24-099669 Case ID 9774960 Primary Rd S LOVERS LN
Distance(ft)I Direction Secondary Rd

E CALDWELL AV
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 S A 0100 - 2021 - - N - M - DRVR SERIOUS 61 F 1 M G 0 2 DRVR 61 F H HNBD PROC ST E A 0100 - 2000 - - N - M G
City TULARE County TULARE Population 4 Rpt Dist
DIST3 EAST Beat Type CalTrans Dist BadgeFNVWJCrash Date 20241209 Time 1104 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type REAR END Severity INJURY # Killed 0 # Injured 1 Tow Away? Y Process Date 20250328
Weather1 CLOUDY Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Veh Involved With OTHER MV Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.19659 Longitude 119.33979 Local Rpt # 24-63875 Case ID 9781889 Primary Rd BARDSLEY
Distance(ft)419
Direction Secondary Rd W O ST
NCIC State Hwy 5406 ? N Route Postmile Side of Hwy Postmile Prefix

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 22 M H HNBD PROC ST E A 0100 - 2021 - 3 N - M G
2 DRVR 19 M H HNBD PROC ST E A 0100 FORD 2006 - 3 N - L G DRVR MINOR 19 M 1 L G 0 PASS 18 F 3 L G 0
3 DRVR 34 M H PROC ST W D 2200 - 2010 - 3 N - L G
4 DRVR 24 F H PROC ST W A 0100 - 2020 - 3 N - M G PASS 0 F 6 M Q 05 DRVR 47 F H HNBD PROC ST W A 0100 - 2018 - 3 N - L G City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 030 Type CalTrans Dist 3 Badge 018029Crash Date 20241209 Time 1134 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type HIT OBJECT Severity PDO # Killed 0 # Injured 0 Tow Away? N Process Date 20250123
Weather1 FOG Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Veh Involved With FIXED OBJ Lighting Ped Action Cntrl Dev DAYLIGHT NT PRS/FCTR Loc Type Ramp/Int Latitude 36.02246 Longitude 119.19729 Local Rpt # 9481-2024-00754 Case ID 94499878 Primary Rd AVENUE 128
Distance(ft)15
Direction Secondary Rd E
ROAD 168
NCIC State Hwy 9481 ? N Route Postmile Side of Hwy Postmile Prefix

Page 868 of 978 ends

2649
Case Listing

Page 904 ends

Report run on: 9/9/2025 252900 Av. Jul 1, 2024 - Av. Dec 31, 2024 Crashes in Tulare Co.Total Count: 3,087 City UNINCORPORATED County TULARE Population 9 Rpt Dist Beat 050 Type CalTrans Dist 3 Badge 020917Crash Date 20241216 Time 1605 Day MON Primary Crash Factor
R-O-W AUTO Violation 21801A Crash Type HEAD-ON Severity INJURY # Killed 0 # Injured 2 Tow Away? Y Process Date 20241223
Weather1 CLOUDY 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 35.96241 Longitude 119.01813 Local Rpt # 9481-2024-00773 Case ID 94514163 Primary Rd AVENUE 95
Distance(ft)I Direction Secondary Rd
ROAD 248
NCIC State Hwy 9481 ? N Route Postmile Side of Hwy Postmile Prefix

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 50 M H HNBD LFT TURN E A 0700
NISS 2008 - 3 N - L G DRVR POSSIBLE 50 M 1 L G 0
PASS SERIOUS 46 F 3 L G 0
2 DRVR 36 M H HNBD PROC ST W D 2200 FORD 2019 - 3 N - L G City VISALIA County TULARE Population 5 Rpt Dist 480 Q34 Beat Type CalTrans Dist Badge 12060 Crash Date 20241216 Time 1605 Day MON Primary Crash Factor IMPROP TURN Violation 22107 Crash Type REAR END Severity PDO # Killed 0 # Injured 0 Tow Away?
N Process Date 20250213
Weather1 CLEAR Weather2 Rdwy Surface
DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MISDEMEANOR Motor Veh Involved With OTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
Latitude Longitude Local Rpt # 24-101830 Case ID 9776993 Primary Rd CALDWELL
Distance(ft)I Direction Secondary Rd

LOVERS LN
NCIC State Hwy 5407 ? N Route Postmile Side of Hwy Postmile Prefix

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 MERGING - - 0000 - 2003 - 3 N - - - 2 DRVR 26 F H HNBD PROC ST E A 0100 - 2021 - 3 N - M G
City LINDSAY County TULARE Population 2 Rpt Dist SCJC 22L Beat Type CalTrans Dist 6 Badge 688 Crash Date 20241216 Time 1616 Day MON Primary Crash Factor
UNSAFE SPEED Violation 22350 Crash Type
REAR END Severity INJURY # Killed 0 # Injured 3 Tow Away? Y Process Date 20250214
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
DUSK/DAWN Ped Action Cntrl Dev NT PRS/FCTR Loc Type I Ramp/Int 5 Latitude Longitude Local Rpt # 24L-08760 Case ID 9763541 Primary Rd RT 65
Distance(ft)I Direction Secondary Rd FRESNO ST
NCIC State Hwy 5404 ? Y 65 Route Postmile Postmile Prefix - 29.920 S 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 23 M H HNBD PROC ST S A 0100 - 2010 - 3 N - M G PASS COMP PN 21 M 2 M G - 2 DRVR 38 M H HNBD STOPPED S D 2200 - 2017 - 3 N - - G PASS 24 F - - G - PASS COMP PN 8 F - - G -PASS 998 M - Q - -
3 DRVR 52 M W HNBD STOPPED S D 2200 - 2005 - 3 I - - G DRVR COMP PN 25 M 1 M G -

Page 904 of 978 ends

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www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | F
(559) 570-8991
Appendix F: Existing Traffic Conditions
JlB!RAf.f.!f
-=-=-=-=-==-
2651
HCM Signalized Intersection Capacity Analysis Existing AM Peak 1: Lovers Lane & Walnut Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 87 224 97 80 297 46 11 157 290 49 2 63 Future Volume (vph) 87 224 97 80 297 46 11 157 290 49 2 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 0.98 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1819 1547 1798 1752 3429 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1819 1547 1798 1752 3429 1752
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 99 255 110 91 338 52 13 178 330 56 2 72 RTOR Reduction (vph) 0 0 85 0 4 0 0 0 11 0 0 0
Lane Group Flow (vph) 0 354 25 0 477 0 0 191 375 0 0 74 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 25.6 25.6 32.3 10.9 25.7 8.1
Effective Green, g (s) 25.6 25.6 32.3 10.9 25.7 8.1
Actuated g/C Ratio 0.23 0.23 0.29 0.10 0.23 0.07
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 412 350 514 169 780 125
v/s Ratio Prot c0.19 c0.27 c0.11 c0.11 0.04
v/s Ratio Perm 0.02
v/c Ratio 0.86 0.07 0.93 1.13 0.48 0.59
Uniform Delay, d1 41.9 34.3 39.2 51.0 37.8 50.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 16.1 0.1 23.1 108.5 0.5 7.3
Delay (s) 58.1 34.4 62.3 159.5 38.3 58.1
Level of Service E C E F D E
Approach Delay (s/veh) 52.5 62.3 78.4
Approach LOS D E E
Intersection Summary
HCM 2000 Control Delay (s/veh) 60.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 112.9 Sum of lost time (s) 21.2 Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
2652
HCM Signalized Intersection Capacity Analysis Existing AM Peak 1: Lovers Lane & Walnut Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 334 122
Future Volume (vph) 334 122
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3364
Flt Permitted 1.00
Satd. Flow (perm) 3364
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 380 139
RTOR Reduction (vph) 32 0
Lane Group Flow (vph) 487 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 22.9
Effective Green, g (s) 22.9
Actuated g/C Ratio 0.20
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 682
v/s Ratio Prot c0.14
v/s Ratio Perm
v/c Ratio 0.71
Uniform Delay, d1 41.9
Progression Factor 1.00
Incremental Delay, d2 3.6
Delay (s) 45.5
Level of Service D
Approach Delay (s/veh) 47.1
Approach LOS D
Intersection Summary
2653
HCM 7th AWSC Existing AM Peak
2: Pinkham Street & K Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh12.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 67 40 5 110 26 92 145 6 25 59 51
Future Vol, veh/h 70 67 40 5 110 26 92 145 6 25 59 51
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 96 92 55 7 151 36 126 199 8 34 81 70
Number of Lanes 1 1 0 1 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh 11 12.1 14.7 11.1

HCM LOSB B B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 38% 100% 0% 100% 0% 19%
Vol Thru, % 60% 0% 63% 0% 81% 44%
Vol Right, % 2% 0% 37% 0% 19% 38%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 243 70 107 5 136 135
LT Vol 92 70 0 5 0 25
Through Vol 145 0 67 0 110 59
RT Vol 6 0 40 0 26 51
Lane Flow Rate 333 96 147 7 186 185
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.521 0.184 0.249 0.013 0.327 0.291
Departure Headway (Hd) 5.635 6.896 6.119 6.974 6.327 5.666 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 639 519 585 511 566 631
Service Time 3.691 4.661 3.883 4.742 4.095 3.734
HCM Lane V/C Ratio 0.521 0.185 0.251 0.014 0.329 0.293
HCM Control Delay, s/veh 14.7 11.2 10.9 9.8 12.2 11.1
HCM Lane LOS BBBABB
HCM 95th-tile Q 3 0.7 1 0 1.4 1.2
"i ~
2654
HCM 7th TWSC Existing AM Peak
3: Lovers Lane & K Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 28 76 1 57 377 4 518 26
Future Vol, veh/h 28 76 1 57 377 4 518 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 32 86 1 65 428 5 589 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 959 309 618 618 0 428 - 0
Stage 1 613 -------
Stage 2 346 -------
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 253 684 579 951 - 764 - -
Stage 1 501 -------
Stage 2 685 -------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 234 684 937 937 - 764 - -
Mov Cap-2 Maneuver 234 -------
Stage 1 465 -------
Stage 2 681 -------
Approach EB NB SB
HCM Ctrl Dly, s/v 14.19 1.22 0.07

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 937 - 234 684 764 - -
HCM Lane V/C Ratio 0.07 - 0.136 0.126 0.006 - -
HCM Ctrl Dly (s/v) 9.1 - 22.8 11 9.7 - -
HCM Lane LOS A - C B A - -
HCM 95th %tile Q(veh) 0.2 - 0.5 0.4 0 - -
2655
HCM 7th TWSC Existing AM Peak
5: Lovers Lane & Sunnyside Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 23 1 6 382 3 571 22
Future Vol, veh/h 49 23 1 6 382 3 571 22
Conflicting Peds, #/hr 0 0 0 1 0 0 0 1
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 4 4 4 4 4 4 4 4
Mvmt Flow 56 26 1 7 434 3 649 25
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 902 338 674 675 0 434 - 0
Stage 1 669 -------
Stage 2 233 -------
Critical Hdwy 6.88 6.98 6.48 4.18 - 6.48 - -
Critical Hdwy Stg 1 5.88 - - - - - - -
Critical Hdwy Stg 2 5.88 - - - - - - -
Follow-up Hdwy 3.54 3.34 2.54 2.24 - 2.54 - -
Pot Cap-1 Maneuver 274 652 529 899 - 753 - -
Stage 1 465 -------
Stage 2 778 -------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 269 651 809 809 - 753 - -
Mov Cap-2 Maneuver 269 -------
Stage 1 460 -------
Stage 2 774 -------
Approach EB NB SB
HCM Ctrl Dly, s/v 19.38 0.17 0.05

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 809 - 331 753 - -
HCM Lane V/C Ratio 0.01 - 0.247 0.005 - -
HCM Ctrl Dly (s/v) 9.5 - 19.4 9.8 - -
HCM Lane LOS A - C A - -
HCM 95th %tile Q(veh) 0 - 1 0 - -
2656
HCM 7th TWSC Existing AM Peak
10: Caldwell Avenue & Pinkham Street 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 206 352 36 29 35
Future Vol, veh/h 35 206 352 36 29 35
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 38 224 383 39 32 38
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 422 0 - 0 683 383
Stage 1 - - - - 383 -
Stage 2 - - - - 300 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1132 - - - 414 663
Stage 1 - - - - 687 -
Stage 2 - - - - 749 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1132 - - - 400 663
Mov Cap-2 Maneuver - - - - 400 -
Stage 1 - - - - 664 -
Stage 2 - - - - 749 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.2 0 12.58

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1132 - - - 400 663
HCM Lane V/C Ratio 0.034 - - - 0.079 0.057
HCM Ctrl Dly (s/v) 8.3 - - - 14.8 10.8
HCM Lane LOS A - - - B B
HCM 95th %tile Q(veh) 0.1 - - - 0.3 0.2
lt t t 7' lt 7'
2657
HCM 7th Signalized Intersection Summary Existing AM Peak 11: Lovers Lane & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 34 160 59 52 278 84 51 286 37 1 85 424 Future Volume (veh/h) 34 160 59 52 278 84 51 286 37 1 85 424 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 38 178 66 58 309 93 57 318 41 94 471 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 99 315 113 151 461 136 126 1334 171 154 1290 Arrive On Green 0.06 0.12 0.12 0.09 0.17 0.17 0.07 0.42 0.42 0.09 0.42 Sat Flow, veh/h 1767 2544 911 1767 2677 791 1767 3144 402 1767 3092 Grp Volume(v), veh/h 38 121 123 58 202 200 57 177 182 94 267 Grp Sat Flow(s),veh/h/ln 1767 1763 1692 1767 1763 1705 1767 1763 1783 1767 1763 Q Serve(g_s), s 1.6 5.0 5.3 2.4 8.3 8.5 2.4 5.0 5.1 4.0 8.1 Cycle Q Clear(g_c), s 1.6 5.0 5.3 2.4 8.3 8.5 2.4 5.0 5.1 4.0 8.1 Prop In Lane 1.00 0.54 1.00 0.46 1.00 0.23 1.00
Lane Grp Cap(c), veh/h 99 219 210 151 304 294 126 748 757 154 736 V/C Ratio(X) 0.38 0.56 0.58 0.39 0.66 0.68 0.45 0.24 0.24 0.61 0.36 Avail Cap(c_a), veh/h 178 683 656 201 706 683 201 748 757 269 736 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 31.9 32.0 33.5 29.9 30.0 34.5 14.3 14.3 34.0 15.5 Incr Delay (d2), s/veh 2.4 2.2 2.6 1.6 2.5 2.8 2.5 0.7 0.8 3.8 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.1 2.1 1.0 3.4 3.4 1.0 1.8 1.9 1.7 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.6 34.1 34.6 35.1 32.4 32.8 37.0 15.0 15.0 37.9 16.9 LnGrp LOS DCCDCCDBB DB
Approach Vol, veh/h 282 460 416 633
Approach Delay, s/veh 34.8 32.9 18.0 20.0
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 38.8 12.3 15.3 11.5 38.3 8.6 19.0 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 11.8 29.3 8.8 * 30 8.8 * 32 7.8 31.0 Max Q Clear Time (g_c+I1), s 6.0 7.1 4.4 7.3 4.4 10.2 3.6 10.5 Green Ext Time (p_c), s 0.1 1.7 0.0 1.1 0.0 2.7 0.0 2.0 Intersection Summary
HCM 7th Control Delay, s/veh 25.2
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

I"' lJ.
""i tf+
2658
HCM 7th Signalized Intersection Summary Existing AM Peak 11: Lovers Lane & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 61
Future Volume (veh/h) 61
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 68
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 185
Arrive On Green 0.42
Sat Flow, veh/h 444
Grp Volume(v), veh/h 272
Grp Sat Flow(s),veh/h/ln 1774
Q Serve(g_s), s 8.2
Cycle Q Clear(g_c), s 8.2
Prop In Lane 0.25
Lane Grp Cap(c), veh/h 740
V/C Ratio(X) 0.37
Avail Cap(c_a), veh/h 740
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 15.5
Incr Delay (d2), s/veh 1.4
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.9
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2659
HCM 7th TWSC Existing AM Peak
12: Road 148 & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 232 11 9 332 15 15 22 12 29 26 74 Future Vol, veh/h 37 232 11 9 332 15 15 22 12 29 26 74
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 49 309 15 12 443 20 20 29 16 39 35 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 463 0 0 324 0 0 899 902 320 902 899 453 Stage 1 - - - - - - 415 415 - 477 477 -
Stage 2 - - - - - - 484 487 - 426 423 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1093 - - 1230 - - 259 276 719 257 277 605 Stage 1 - - - - - - 613 591 - 567 555 -
Stage 2 - - - - - - 562 549 - 605 586 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1093 - - 1230 - - 176 258 717 209 259 605 Mov Cap-2 Maneuver - - - - - - 176 258 - 209 259 -
Stage 1 - - - - - - 579 558 - 560 547 -
Stage 2 - - - - - - 435 542 - 528 554 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.12 0.2 23.26 24.14

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 262 236 - - 45 - - 357
HCM Lane V/C Ratio 0.25 0.045 - - 0.01 - - 0.482
HCM Ctrl Dly (s/v) 23.3 8.4 0 - 8 0 - 24.1
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 1 0.1 - - 0 - - 2.5
2660
HCM Signalized Intersection Capacity Analysis Existing PM Peak 1: Lovers Lane & Walnut Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 76 254 62 63 230 59 12 78 322 83 3 128 Future Volume (vph) 76 254 62 63 230 59 12 78 322 83 3 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frt 1.00 0.85 0.98 1.00 0.97 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1824 1568 1787 1752 3398 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1824 1568 1787 1752 3398 1752
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 81 270 66 67 245 63 13 83 343 88 3 136
RTOR Reduction (vph) 0 0 50 0 6 0 0 0 19 0 0 0
Lane Group Flow (vph) 0 351 16 0 369 0 0 96 412 0 0 139 Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 24.9 24.9 26.3 9.6 18.6 13.6
Effective Green, g (s) 24.9 24.9 26.3 9.6 18.6 13.6
Actuated g/C Ratio 0.24 0.24 0.25 0.09 0.18 0.13
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 434 373 449 160 604 227
v/s Ratio Prot c0.19 c0.21 0.05 0.12 c0.08
v/s Ratio Perm 0.01
v/c Ratio 0.81 0.04 0.82 0.60 0.68 0.61
Uniform Delay, d1 37.6 30.7 36.9 45.7 40.2 43.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.6 0.0 11.5 6.2 3.2 4.8
Delay (s) 48.2 30.7 48.5 51.9 43.4 47.8
Level of Service D C D D D D
Approach Delay (s/veh) 45.5 48.5 45.0
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay (s/veh) 44.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 104.6 Sum of lost time (s) 21.2 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
2661
HCM Signalized Intersection Capacity Analysis Existing PM Peak 1: Lovers Lane & Walnut Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 367 106
Future Volume (vph) 367 106
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3387
Flt Permitted 1.00
Satd. Flow (perm) 3387
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 390 113
RTOR Reduction (vph) 23 0
Lane Group Flow (vph) 480 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 22.6
Effective Green, g (s) 22.6
Actuated g/C Ratio 0.22
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 731
v/s Ratio Prot c0.14
v/s Ratio Perm
v/c Ratio 0.66
Uniform Delay, d1 37.5
Progression Factor 1.00
Incremental Delay, d2 2.1
Delay (s) 39.6
Level of Service D
Approach Delay (s/veh) 41.4
Approach LOS D
Intersection Summary
2662
HCM 7th AWSC Existing PM Peak
2: Pinkham Street & K Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 74 52 14 77 16 54 73 7 23 93 27
Future Vol, veh/h 35 74 52 14 77 16 54 73 7 23 93 27
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 41 86 60 16 90 19 63 85 8 27 108 31
Number of Lanes 1 1 0 1 10010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.4 9.3 9.5 9.4

HCM LOSA A A A
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 40% 100% 0% 100% 0% 16%
Vol Thru, % 54% 0% 59% 0% 83% 65%
Vol Right, % 5% 0% 41% 0% 17% 19%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 134 35 126 14 93 143
LT Vol 54 35 0 14 0 23
Through Vol 73 0 74 0 77 93
RT Vol 7 0 52 0 16 27
Lane Flow Rate 156 41 147 16 108 166
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.217 0.068 0.211 0.027 0.163 0.225
Departure Headway (Hd) 5.01 5.989 5.193 6.06 5.433 4.871 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 712 594 686 587 654 732
Service Time 3.076 3.764 2.967 3.841 3.214 2.936
HCM Lane V/C Ratio 0.219 0.069 0.214 0.027 0.165 0.227
HCM Control Delay, s/veh 9.5 9.2 9.4 9 9.3 9.4
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.8 0.2 0.8 0.1 0.6 0.9
"i ~
2663
HCM 7th TWSC Existing PM Peak
3: Lovers Lane & K Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 49 4 48 491 5 394 51
Future Vol, veh/h 22 49 4 48 491 5 394 51
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 25 56 5 55 564 6 453 59
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 896 256 511 511 0 564 - 0
Stage 1 494 -------
Stage 2 403 -------
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 278 740 677 1043 - 626 - -
Stage 1 576 -------
Stage 2 641 -------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 258 740 992 992 - 626 - -
Mov Cap-2 Maneuver 258 -------
Stage 1 541 -------
Stage 2 634 -------
Approach EB NB SB
HCM Ctrl Dly, s/v 13.42 0.85 0.12

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 992 - 258 740 626 - -
HCM Lane V/C Ratio 0.06 - 0.098 0.076 0.009 - -
HCM Ctrl Dly (s/v) 8.9 - 20.4 10.3 10.8 - -
HCM Lane LOS A - C B B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 0 - -
2664
HCM 7th TWSC Existing PM Peak
5: Lovers Lane & Sunnyside Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 4 1 19 508 4 402 38
Future Vol, veh/h 31 4 1 19 508 4 402 38
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 36 5 1 22 584 5 462 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 831 253 506 506 0 584 - 0
Stage 1 493 -------
Stage 2 338 -------
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 306 744 682 1048 - 608 - -
Stage 1 576 -------
Stage 2 691 -------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 297 744 1020 1020 - 608 - -
Mov Cap-2 Maneuver 297 -------
Stage 1 563 -------
Stage 2 686 -------
Approach EB NB SB
HCM Ctrl Dly, s/v 17.92 0.33 0.1

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 1020 - 319 608 - -
HCM Lane V/C Ratio 0.023 - 0.126 0.008 - -
HCM Ctrl Dly (s/v) 8.6 - 17.9 11 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 0 - -
2665
HCM 7th TWSC Existing PM Peak
10: Caldwell Avenue & Pinkham Street 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 45 326 315 33 14 41
Future Vol, veh/h 45 326 315 33 14 41
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 48 347 335 35 15 44
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 370 0 - 0 778 335
Stage 1 - - - - 335 -
Stage 2 - - - - 443 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1183 - - - 364 705
Stage 1 - - - - 722 -
Stage 2 - - - - 645 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1183 - - - 349 705
Mov Cap-2 Maneuver - - - - 349 -
Stage 1 - - - - 693 -
Stage 2 - - - - 645 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.99 0 11.8

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1183 - - - 349 705
HCM Lane V/C Ratio 0.04 - - - 0.043 0.062
HCM Ctrl Dly (s/v) 8.2 - - - 15.8 10.4
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.1 - - - 0.1 0.2
lt t t 7' lt 7'
2666
HCM 7th Signalized Intersection Summary Existing PM Peak 11: Lovers Lane & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 88 220 41 36 236 77 57 357 36 1 78 247 Future Volume (veh/h) 88 220 41 36 236 77 57 357 36 1 78 247 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 94 234 44 38 251 82 61 380 38 83 263 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 157 358 66 156 368 117 131 1365 136 150 1141 Arrive On Green 0.09 0.12 0.12 0.09 0.14 0.14 0.07 0.42 0.42 0.08 0.41 Sat Flow, veh/h 1767 2970 549 1767 2629 839 1767 3238 322 1767 2794 Grp Volume(v), veh/h 94 137 141 38 166 167 61 206 212 83 164 Grp Sat Flow(s),veh/h/ln 1767 1763 1757 1767 1763 1705 1767 1763 1798 1767 1763 Q Serve(g_s), s 3.9 5.6 5.8 1.5 6.8 7.1 2.5 5.8 5.9 3.4 4.6 Cycle Q Clear(g_c), s 3.9 5.6 5.8 1.5 6.8 7.1 2.5 5.8 5.9 3.4 4.6 Prop In Lane 1.00 0.31 1.00 0.49 1.00 0.18 1.00
Lane Grp Cap(c), veh/h 157 213 212 156 247 239 131 743 758 150 720 V/C Ratio(X) 0.60 0.65 0.66 0.24 0.67 0.70 0.46 0.28 0.28 0.55 0.23 Avail Cap(c_a), veh/h 275 750 748 182 657 636 205 743 758 228 720 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 31.8 31.9 32.2 31.0 31.1 33.7 14.4 14.4 33.3 14.6 Incr Delay (d2), s/veh 3.7 3.3 3.6 0.8 3.2 3.7 2.5 0.9 0.9 3.2 0.7 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 %ile BackOfQ(50%),veh/ln 1.7 2.4 2.5 0.6 2.8 2.9 1.1 2.1 2.2 1.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.0 35.1 35.5 33.0 34.2 34.8 36.2 15.3 15.3 36.5 15.4 LnGrp LOS DDDCCCDBB DB
Approach Vol, veh/h 372 371 479 413
Approach Delay, s/veh 35.7 34.3 18.0 19.7
Approach LOS D C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 38.0 12.4 14.9 11.6 37.0 10.9 16.3 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 9.8 30.0 7.8 * 32 8.8 * 31 11.8 28.3 Max Q Clear Time (g_c+I1), s 5.4 7.9 3.5 7.8 4.5 6.8 5.9 9.1 Green Ext Time (p_c), s 0.1 2.0 0.0 1.3 0.0 1.6 0.1 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 26.1
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

I"' lJ.
""i tf+
2667
HCM 7th Signalized Intersection Summary Existing PM Peak 11: Lovers Lane & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 63
Future Volume (veh/h) 63
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 67
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 285
Arrive On Green 0.41
Sat Flow, veh/h 698
Grp Volume(v), veh/h 166
Grp Sat Flow(s),veh/h/ln 1729
Q Serve(g_s), s 4.8
Cycle Q Clear(g_c), s 4.8
Prop In Lane 0.40
Lane Grp Cap(c), veh/h 706
V/C Ratio(X) 0.23
Avail Cap(c_a), veh/h 706
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 14.7
Incr Delay (d2), s/veh 0.8
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.5
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2668
HCM 7th TWSC Existing PM Peak
12: Road 148 & Caldwell Avenue 12/03/2025
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 302 17 15 325 19 10 20 23 15 20 32 Future Vol, veh/h 12 302 17 15 325 19 10 20 23 15 20 32 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 13 336 19 17 361 21 11 22 26 17 22 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 382 0 0 354 0 0 777 787 345 778 786 372 Stage 1 - - - - - - 372 372 - 405 405 -
Stage 2 - - - - - - 406 416 - 373 381 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1171 - - 1199 - - 313 322 696 312 323 672 Stage 1 - - - - - - 647 617 - 620 597 -
Stage 2 - - - - - - 620 590 - 645 611 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1171 - - 1199 - - 267 312 696 271 313 672 Mov Cap-2 Maneuver - - - - - - 267 312 - 271 313 -
Stage 1 - - - - - - 638 609 - 609 586 -
Stage 2 - - - - - - 555 580 - 590 603 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.29 0.34 15.74 16

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 394 65 - - 74 - - 401
HCM Lane V/C Ratio 0.15 0.011 - - 0.014 - - 0.185
HCM Ctrl Dly (s/v) 15.7 8.1 0 - 8 0 - 16
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 0.7
2669
HCM Signalized Intersection Capacity Analysis Existing AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 87 224 97 80 297 46 11 157 290 49 2 63 Future Volume (vph) 87 224 97 80 297 46 11 157 290 49 2 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 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 0.98 1.00 0.98 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1548 1752 1805 1752 3429 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1548 1752 1805 1752 3429 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 99 255 110 91 338 52 13 178 330 56 2 72 RTOR Reduction (vph) 0 0 79 0 5 0 0 0 12 0 0 0
Lane Group Flow (vph) 99 255 31 91 385 0 0 191 374 0 0 74 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 7.6 25.1 25.1 8.0 24.8 15.3 29.9 6.8 Effective Green, g (s) 7.6 25.1 25.1 8.0 24.8 15.3 29.9 6.8 Actuated g/C Ratio 0.09 0.28 0.28 0.09 0.28 0.17 0.34 0.08 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 149 519 435 157 501 300 1149 133
v/s Ratio Prot c0.06 0.14 0.05 c0.21 c0.11 0.11 0.04
v/s Ratio Perm 0.02
v/c Ratio 0.66 0.49 0.07 0.58 0.77 0.64 0.33 0.56
Uniform Delay, d1 39.6 26.7 23.5 39.0 29.6 34.4 22.1 39.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.6 0.7 0.1 5.1 7.0 4.4 0.2 5.0
Delay (s) 50.2 27.5 23.6 44.1 36.5 38.7 22.3 44.7
Level of Service D C C D D D C D
Approach Delay (s/veh) 31.4 38.0 27.7
Approach LOS C D C
Intersection Summary
HCM 2000 Control Delay (s/veh) 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 89.2 Sum of lost time (s) 20.1 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
2670
HCM Signalized Intersection Capacity Analysis Existing AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 334 122
Future Volume (vph) 334 122
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3364
Flt Permitted 1.00
Satd. Flow (perm) 3364
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 380 139
RTOR Reduction (vph) 33 0
Lane Group Flow (vph) 486 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 21.4
Effective Green, g (s) 21.4
Actuated g/C Ratio 0.24
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 807
v/s Ratio Prot c0.14
v/s Ratio Perm
v/c Ratio 0.60
Uniform Delay, d1 30.1
Progression Factor 1.00
Incremental Delay, d2 1.3
Delay (s) 31.4
Level of Service C
Approach Delay (s/veh) 33.0
Approach LOS C
Intersection Summary
2671
HCM Signalized Intersection Capacity Analysis Existing PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 76 254 62 63 230 59 12 78 322 83 3 128 Future Volume (vph) 76 254 62 63 230 59 12 78 322 83 3 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.97 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1568 1752 1788 1752 3398 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1568 1752 1788 1752 3398 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 81 270 66 67 245 63 13 83 343 88 3 136
RTOR Reduction (vph) 0 0 48 0 8 0 0 0 20 0 0 0
Lane Group Flow (vph) 81 270 18 67 300 0 0 96 411 0 0 139 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 7.4 20.8 20.8 6.6 19.3 8.0 17.5 12.6 Effective Green, g (s) 7.4 20.8 20.8 6.6 19.3 8.0 17.5 12.6 Actuated g/C Ratio 0.10 0.27 0.27 0.09 0.25 0.10 0.23 0.16 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 168 499 424 150 448 182 773 287
v/s Ratio Prot c0.05 0.15 0.04 c0.17 0.05 0.12 c0.08
v/s Ratio Perm 0.01
v/c Ratio 0.48 0.54 0.04 0.45 0.67 0.53 0.53 0.48
Uniform Delay, d1 32.9 24.0 20.7 33.4 25.9 32.7 26.1 29.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 1.2 0.0 2.1 3.8 2.7 0.7 1.3
Delay (s) 35.1 25.2 20.7 35.5 29.7 35.4 26.8 30.5
Level of Service D C C D C D C C
Approach Delay (s/veh) 26.4 30.7 28.4
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 76.9 Sum of lost time (s) 20.1 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
2672
HCM Signalized Intersection Capacity Analysis Existing PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 367 106
Future Volume (vph) 367 106
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3387
Flt Permitted 1.00
Satd. Flow (perm) 3387
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 390 113
RTOR Reduction (vph) 23 0
Lane Group Flow (vph) 480 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 22.1
Effective Green, g (s) 22.1
Actuated g/C Ratio 0.29
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 973
v/s Ratio Prot c0.14
v/s Ratio Perm
v/c Ratio 0.49
Uniform Delay, d1 22.8
Progression Factor 1.00
Incremental Delay, d2 0.4
Delay (s) 23.1
Level of Service C
Approach Delay (s/veh) 24.7
Approach LOS C
Intersection Summary
2673
Queuing and Blocking Report Existing AM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 159 232 90 114 318 177 107 151 109 181 178 Average Queue (ft) 77 105 30 61 150 98 51 66 55 110 98
95th Queue (ft) 130 199 60 103 247 148 97 117 100 170 158 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 4 0
Queuing Penalty (veh) 7 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 44 62 25 85 101 94
Average Queue (ft) 23 25 5 30 53 39
95th Queue (ft) 32 46 20 58 85 70
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB
Directions Served L R UL U
Maximum Queue (ft) 51 79 87 25
Average Queue (ft) 23 28 21 2
95th Queue (ft) 46 50 57 12
Link Distance (ft) 2545
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
2674
Queuing and Blocking Report Existing AM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB NB SB
Directions Served LR UL U
Maximum Queue (ft) 74 25 26
Average Queue (ft) 35 2 1
95th Queue (ft) 56 12 9
Link Distance (ft) 671
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB SB SB
Directions Served L R L R
Maximum Queue (ft) 31 41 28 46
Average Queue (ft) 4 1 14 18
95th Queue (ft) 21 13 35 38
Link Distance (ft) 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 74 141 105 134 122 138 116 131 144 244 332 194 Average Queue (ft) 27 72 34 41 80 79 41 76 66 54 114 56 95th Queue (ft) 65 121 62 87 119 115 90 123 127 131 208 139 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 1 5 0 0 6
Queuing Penalty (veh) 2 3 0 0 5
2675
Queuing and Blocking Report Existing AM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 30 26 46 70
Average Queue (ft) 6 1 20 41
95th Queue (ft) 24 8 43 64
Link Distance (ft) 4000 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 50 141
Average Queue (ft) 2 5
95th Queue (ft) 16 46
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 17
2676
Queuing and Blocking Report Existing PM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 115 182 86 128 273 150 170 193 138 216 181 Average Queue (ft) 66 108 26 49 135 74 73 97 89 110 103 95th Queue (ft) 115 184 59 93 230 128 146 167 131 180 174 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 3
Queuing Penalty (veh) 4
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 43 64 25 45 76 72
Average Queue (ft) 16 23 10 24 33 41
95th Queue (ft) 36 45 28 40 55 66
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB SB
Directions Served L R UL U TR
Maximum Queue (ft) 52 53 31 25 22
Average Queue (ft) 14 17 13 4 1
95th Queue (ft) 41 42 35 17 7
Link Distance (ft) 2545 2504
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
2677
Queuing and Blocking Report Existing PM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB NB SB SB
Directions Served LR UL U TR
Maximum Queue (ft) 71 29 24 51
Average Queue (ft) 25412
95th Queue (ft) 56 19 8 17
Link Distance (ft) 671 1240
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB WB SB SB
Directions Served L T R L R
Maximum Queue (ft) 26 54 56 28 26
Average Queue (ft) 7 2 2 8 15
95th Queue (ft) 25 18 18 27 31
Link Distance (ft) 1248 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 140 122 113 73 133 138 133 155 98 182 161 113 Average Queue (ft) 50 78 45 28 73 69 46 80 68 58 72 32
95th Queue (ft) 104 116 89 67 122 109 96 136 107 110 124 79 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 3 0 0 2 1
Queuing Penalty (veh) 0 1 0 0 3 1
2678
Queuing and Blocking Report Existing PM Peak
Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 53 72 55 61
Average Queue (ft) 2 3 29 26
95th Queue (ft) 19 26 52 50
Link Distance (ft) 4000 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 9
2679
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | G
(559) 570-8991
Appendix G: Opening Year No Project Traffic Conditions
JlB!RAf.f.!f
-=-=-=-=-==-
2680
HCM Signalized Intersection Capacity Analysis Opening Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 89 226 102 80 302 50 11 167 316 49 16 70 Future Volume (vph) 89 226 102 80 302 50 11 167 316 49 16 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 0.98 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1819 1547 1796 1752 3434 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1819 1547 1796 1752 3434 1752
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 101 257 116 91 343 57 13 190 359 56 18 80 RTOR Reduction (vph) 0 0 87 0 4 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 358 29 0 487 0 0 203 405 0 0 98 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 26.0 26.0 32.2 10.9 22.5 11.5
Effective Green, g (s) 26.0 26.0 32.2 10.9 22.5 11.5
Actuated g/C Ratio 0.23 0.23 0.28 0.10 0.20 0.10
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 417 354 509 168 681 177
v/s Ratio Prot c0.20 c0.27 c0.12 0.12 0.06
v/s Ratio Perm 0.02
v/c Ratio 0.86 0.08 0.96 1.21 0.59 0.55
Uniform Delay, d1 41.9 34.3 39.9 51.3 41.3 48.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 15.9 0.1 29.1 136.4 1.4 3.7
Delay (s) 57.9 34.4 69.0 187.7 42.7 52.2
Level of Service E C E F D D
Approach Delay (s/veh) 52.1 69.0 90.3
Approach LOS D E F
Intersection Summary
HCM 2000 Control Delay (s/veh) 65.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 113.4 Sum of lost time (s) 21.2 Intersection Capacity Utilization 82.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
2681
HCM Signalized Intersection Capacity Analysis Opening Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 360 125
Future Volume (vph) 360 125
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3369
Flt Permitted 1.00
Satd. Flow (perm) 3369
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 409 142
RTOR Reduction (vph) 29 0
Lane Group Flow (vph) 522 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 23.1
Effective Green, g (s) 23.1
Actuated g/C Ratio 0.20
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 686
v/s Ratio Prot c0.15
v/s Ratio Perm
v/c Ratio 0.76
Uniform Delay, d1 42.5
Progression Factor 1.00
Incremental Delay, d2 5.0
Delay (s) 47.5
Level of Service D
Approach Delay (s/veh) 48.2
Approach LOS D
Intersection Summary
2682
HCM 7th AWSC Opening Year No Project AM Peak
2: Pinkham Street & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh13.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 71 68 40 5 112 26 92 156 6 25 69 52
Future Vol, veh/h 71 68 40 5 112 26 92 156 6 25 69 52
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 97 93 55 7 153 36 126 214 8 34 95 71
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh11.3 12.4 15.6 11.5

HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 36% 100% 0% 100% 0% 17%
Vol Thru, % 61% 0% 63% 0% 81% 47%
Vol Right, % 2% 0% 37% 0% 19% 36%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 254 71 108 5 138 146
LT Vol 92 71 0 5 0 25
Through Vol 156 0 68 0 112 69
RT Vol 6 0 40 0 26 52
Lane Flow Rate 348 97 148 7 189 200
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.551 0.19 0.256 0.013 0.339 0.32
Departure Headway (Hd) 5.703 7.015 6.239 7.094 6.449 5.753 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 630 509 573 502 554 620
Service Time 3.769 4.792 4.016 4.873 4.227 3.83
HCM Lane V/C Ratio 0.552 0.191 0.258 0.014 0.341 0.323
HCM Control Delay, s/veh 15.6 11.4 11.2 10 12.5 11.5
HCM Lane LOS C B B A B B
HCM 95th-tile Q 3.4 0.7 1 0 1.5 1.4
"'i T+
2683
HCM 7th TWSC Opening Year No Project AM Peak
3: Lovers Lane & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 28 76 1 57 405 4 546 26
Future Vol, veh/h 28 76 1 57 405 4 546 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 32 86 1 65 460 5 620 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1006 325 650 650 0 460 - 0
Stage 1 644 - - - - - - -
Stage 2 362 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 236 668 552 925 - 729 - -
Stage 1 482 - - - - - - -
Stage 2 672 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 217 668 911 911 - 729 - -
Mov Cap-2 Maneuver 217 - - - - - - -
Stage 1 447 - - - - - - -
Stage 2 668 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 14.74 1.16 0.07

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 911 - 217 668 729 - -
HCM Lane V/C Ratio 0.072 - 0.146 0.129 0.006 - -
HCM Ctrl Dly (s/v) 9.3 - 24.4 11.2 10 - -
HCM Lane LOS A - C B A - -
HCM 95th %tile Q(veh) 0.2 - 0.5 0.4 0 - -
2684
HCM 7th TWSC Opening Year No Project AM Peak
5: Lovers Lane & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 23 1 7 410 3 599 22
Future Vol, veh/h 49 23 1 7 410 3 599 22
Conflicting Peds, #/hr 0 0 0 1 0 0 0 1
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 4 4 4 4 4 4 4 4
Mvmt Flow 56 26 1 8 466 3 681 25
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 952 354 706 707 0 466 - 0
Stage 1 701 - - - - - - -
Stage 2 251 - - - - - - -
Critical Hdwy 6.88 6.98 6.48 4.18 - 6.48 - -
Critical Hdwy Stg 1 5.88 - - - - - - -
Critical Hdwy Stg 2 5.88 - - - - - - -
Follow-up Hdwy 3.54 3.34 2.54 2.24 - 2.54 - -
Pot Cap-1 Maneuver 254 637 505 874 - 719 - -
Stage 1 448 - - - - - - -
Stage 2 762 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 250 636 794 794 - 719 - -
Mov Cap-2 Maneuver 250 - - - - - - -
Stage 1 442 - - - - - - -
Stage 2 758 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 20.75 0.18 0.05

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 794 - 310 719 - -
HCM Lane V/C Ratio 0.011 - 0.264 0.005 - -
HCM Ctrl Dly (s/v) 9.6 - 20.8 10 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0 - 1 0 - -
2685
HCM 7th TWSC Opening Year No Project AM Peak
10: Caldwell Avenue & Pinkham Street 01/28/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.8
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 226 371 36 29 45
Future Vol, veh/h 46 226 371 36 29 45
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 50 246 403 39 32 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 442 0 - 0 749 403
Stage 1 - - - - 403 -
Stage 2 - - - - 346 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1112 - - - 378 645
Stage 1 - - - - 673 -
Stage 2 - - - - 714 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1112 - - - 361 645
Mov Cap-2 Maneuver - - - - 361 -
Stage 1 - - - - 642 -
Stage 2 - - - - 714 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.42 0 12.95

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1112 - - - 361 645
HCM Lane V/C Ratio 0.045 - - - 0.087 0.076
HCM Ctrl Dly (s/v) 8.4 - - - 15.9 11
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.1 - - - 0.3 0.2 lt... Jr lt... + + Jr 2686
HCM 7th Signalized Intersection Summary Opening Year No Project AM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 40 175 63 58 290 88 56 311 49 1 91 446 Future Volume (veh/h) 40 175 63 58 290 88 56 311 49 1 91 446 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 44 194 70 64 322 98 62 346 54 101 496 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 108 332 116 158 472 141 130 1280 198 156 1254 Arrive On Green 0.06 0.13 0.13 0.09 0.18 0.18 0.07 0.42 0.42 0.09 0.41 Sat Flow, veh/h 1767 2562 895 1767 2669 798 1767 3060 473 1767 3059 Grp Volume(v), veh/h 44 131 133 64 211 209 62 198 202 101 285 Grp Sat Flow(s),veh/h/ln 1767 1763 1694 1767 1763 1704 1767 1763 1770 1767 1763 Q Serve(g_s), s 1.9 5.5 5.8 2.7 8.8 9.1 2.7 5.8 5.9 4.4 9.0 Cycle Q Clear(g_c), s 1.9 5.5 5.8 2.7 8.8 9.1 2.7 5.8 5.9 4.4 9.0 Prop In Lane 1.00 0.53 1.00 0.47 1.00 0.27 1.00
Lane Grp Cap(c), veh/h 108 228 219 158 312 302 130 737 741 156 723 V/C Ratio(X) 0.41 0.58 0.60 0.40 0.68 0.69 0.48 0.27 0.27 0.65 0.39 Avail Cap(c_a), veh/h 175 672 645 197 694 671 197 737 741 265 723 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 32.2 32.4 33.9 30.3 30.4 35.0 15.0 15.0 34.7 16.3 Incr Delay (d2), s/veh 2.4 2.3 2.7 1.7 2.5 2.9 2.7 0.9 0.9 4.5 1.6 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 %ile BackOfQ(50%),veh/ln 0.8 2.3 2.4 1.1 3.6 3.6 1.1 2.1 2.2 1.9 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.0 34.5 35.0 35.5 32.8 33.3 37.7 15.9 15.9 39.2 18.0 LnGrp LOS D C D D C C D B B D B
Approach Vol, veh/h 308 484 462 674
Approach Delay, s/veh 35.2 33.4 18.8 21.2
Approach LOS D C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 38.9 12.8 15.9 11.8 38.3 9.0 19.6 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 11.8 29.3 8.8 * 30 8.8 * 32 7.8 31.0 Max Q Clear Time (g_c+I1), s 6.4 7.9 4.7 7.8 4.7 11.0 3.9 11.1 Green Ext Time (p_c), s 0.1 1.9 0.0 1.2 0.0 2.9 0.0 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 25.9
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2687
HCM 7th Signalized Intersection Summary Opening Year No Project AM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 69
Future Volume (veh/h) 69
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 77
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 194
Arrive On Green 0.41
Sat Flow, veh/h 473
Grp Volume(v), veh/h 288
Grp Sat Flow(s),veh/h/ln 1768
Q Serve(g_s), s 9.0
Cycle Q Clear(g_c), s 9.0
Prop In Lane 0.27
Lane Grp Cap(c), veh/h 725
V/C Ratio(X) 0.40
Avail Cap(c_a), veh/h 725
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 16.4
Incr Delay (d2), s/veh 1.6
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.0
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2688
HCM 7th TWSC Opening Year No Project AM Peak
12: Road 148 & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 245 15 11 344 18 15 22 12 30 33 77 Future Vol, veh/h 49 245 15 11 344 18 15 22 12 30 33 77 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 65 327 20 15 459 24 20 29 16 40 44 103
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 483 0 0 347 0 0 977 979 340 975 977 471 Stage 1 - - - - - - 467 467 - 500 500 -
Stage 2 - - - - - - 510 512 - 475 477 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1075 - - 1207 - - 229 249 700 230 250 591 Stage 1 - - - - - - 574 560 - 551 541 -
Stage 2 - - - - - - 544 535 - 569 554 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1075 - - 1207 - - 141 226 698 179 227 591 Mov Cap-2 Maneuver - - - - - - 141 226 - 179 227 -
Stage 1 - - - - - - 531 518 - 542 532 -
Stage 2 - - - - - - 406 526 - 483 512 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.36 0.24 27.83 31.58

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 222 282 - - 53 - - 316
HCM Lane V/C Ratio 0.294 0.061 - - 0.012 - - 0.591
HCM Ctrl Dly (s/v) 27.8 8.6 0 - 8 0 - 31.6
HCM Lane LOS D A A - A A - D
HCM 95th %tile Q(veh) 1.2 0.2 - - 0 - - 3.6
2689
HCM Signalized Intersection Capacity Analysis Opening Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 77 255 69 63 238 63 12 88 341 83 19 136 Future Volume (vph) 77 255 69 63 238 63 12 88 341 83 19 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frt 1.00 0.85 0.98 1.00 0.97 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1823 1568 1786 1752 3402 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1823 1568 1786 1752 3402 1752
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 82 271 73 67 253 67 13 94 363 88 20 145 RTOR Reduction (vph) 0 0 56 0 6 0 0 0 17 0 0 0
Lane Group Flow (vph) 0 353 17 0 381 0 0 107 434 0 0 165 Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 25.3 25.3 27.3 10.3 19.4 14.1
Effective Green, g (s) 25.3 25.3 27.3 10.3 19.4 14.1
Actuated g/C Ratio 0.24 0.24 0.25 0.10 0.18 0.13
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 429 369 454 168 615 230
v/s Ratio Prot c0.19 c0.21 0.06 0.13 c0.09
v/s Ratio Perm 0.01
v/c Ratio 0.82 0.05 0.84 0.64 0.71 0.72
Uniform Delay, d1 38.9 31.7 37.9 46.7 41.3 44.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.1 0.1 12.8 7.7 3.7 10.2
Delay (s) 50.9 31.7 50.7 54.4 44.9 54.9
Level of Service D C D D D D
Approach Delay (s/veh) 47.6 50.7 46.8
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay (s/veh) 47.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 107.3 Sum of lost time (s) 21.2 Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
2690
HCM Signalized Intersection Capacity Analysis Opening Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 394 108
Future Volume (vph) 394 108
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3392
Flt Permitted 1.00
Satd. Flow (perm) 3392
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 419 115
RTOR Reduction (vph) 21 0
Lane Group Flow (vph) 513 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 23.2
Effective Green, g (s) 23.2
Actuated g/C Ratio 0.22
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 733
v/s Ratio Prot c0.15
v/s Ratio Perm
v/c Ratio 0.70
Uniform Delay, d1 38.8
Progression Factor 1.00
Incremental Delay, d2 2.9
Delay (s) 41.8
Level of Service D
Approach Delay (s/veh) 44.9
Approach LOS D
Intersection Summary
2691
HCM 7th AWSC Opening Year No Project PM Peak
2: Pinkham Street & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 75 52 14 78 16 54 85 7 23 104 28
Future Vol, veh/h 36 75 52 14 78 16 54 85 7 23 104 28
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 42 87 60 16 91 19 63 99 8 27 121 33
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.5 9.4 9.7 9.6

HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 37% 100% 0% 100% 0% 15%
Vol Thru, % 58% 0% 59% 0% 83% 67%
Vol Right, % 5% 0% 41% 0% 17% 18%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 146 36 127 14 94 155
LT Vol 54 36 0 14 0 23
Through Vol 85 0 75 0 78 104
RT Vol 7 0 52 0 16 28
Lane Flow Rate 170 42 148 16 109 180
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.238 0.071 0.216 0.028 0.168 0.246
Departure Headway (Hd) 5.046 6.068 5.273 6.144 5.517 4.913 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 706 586 675 578 644 725
Service Time 3.12 3.853 3.057 3.934 3.307 2.986
HCM Lane V/C Ratio 0.241 0.072 0.219 0.028 0.169 0.248
HCM Control Delay, s/veh 9.7 9.3 9.5 9.1 9.4 9.6
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.9 0.2 0.8 0.1 0.6 1
"'i T+
2692
HCM 7th TWSC Opening Year No Project PM Peak
3: Lovers Lane & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 49 4 48 520 5 419 51
Future Vol, veh/h 22 49 4 48 520 5 419 51
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 25 56 5 55 598 6 482 59
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 942 270 540 540 0 598 - 0
Stage 1 522 - - - - - - -
Stage 2 419 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 260 725 649 1017 - 596 - -
Stage 1 557 - - - - - - -
Stage 2 628 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 241 725 965 965 - 596 - -
Mov Cap-2 Maneuver 241 - - - - - - -
Stage 1 522 - - - - - - -
Stage 2 622 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 13.89 0.82 0.12

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 965 - 241 725 596 - -
HCM Lane V/C Ratio 0.062 - 0.105 0.078 0.01 - -
HCM Ctrl Dly (s/v) 9 - 21.7 10.4 11.1 - -
HCM Lane LOS A - C B B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 0.3 0 - -
2693
HCM 7th TWSC Opening Year No Project PM Peak
5: Lovers Lane & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 5 1 20 537 4 428 38
Future Vol, veh/h 31 5 1 20 537 4 428 38
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 36 6 1 23 617 5 492 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 880 268 536 536 0 617 - 0
Stage 1 523 - - - - - - -
Stage 2 357 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 285 727 653 1022 - 579 - -
Stage 1 556 - - - - - - -
Stage 2 676 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 276 727 994 994 - 579 - -
Mov Cap-2 Maneuver 276 - - - - - - -
Stage 1 543 - - - - - - -
Stage 2 671 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 18.83 0.33 0.1

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 994 - 302 579 - -
HCM Lane V/C Ratio 0.024 - 0.137 0.008 - -
HCM Ctrl Dly (s/v) 8.7 - 18.8 11.3 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.5 0 - -
2694
HCM 7th TWSC Opening Year No Project PM Peak
10: Caldwell Avenue & Pinkham Street 01/28/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.5
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 57 356 336 33 14 52
Future Vol, veh/h 57 356 336 33 14 52
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 61 379 357 35 15 55
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 393 0 - 0 857 357
Stage 1 - - - - 357 -
Stage 2 - - - - 500 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1161 - - - 326 684
Stage 1 - - - - 706 -
Stage 2 - - - - 607 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1161 - - - 309 684
Mov Cap-2 Maneuver - - - - 309 -
Stage 1 - - - - 669 -
Stage 2 - - - - 607 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.14 0 12.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1161 - - - 309 684
HCM Lane V/C Ratio 0.052 - - - 0.048 0.081
HCM Ctrl Dly (s/v) 8.3 - - - 17.2 10.7
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.3 lt... Jr lt... + + Jr 2695
HCM 7th Signalized Intersection Summary Opening Year No Project PM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 97 239 44 42 252 82 58 371 38 1 84 267 Future Volume (veh/h) 97 239 44 42 252 82 58 371 38 1 84 267 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 103 254 47 45 268 87 62 395 40 89 284 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 159 380 69 159 386 123 132 1342 135 153 1114 Arrive On Green 0.09 0.13 0.13 0.09 0.15 0.15 0.07 0.42 0.42 0.09 0.40 Sat Flow, veh/h 1767 2978 543 1767 2632 836 1767 3234 326 1767 2761 Grp Volume(v), veh/h 103 149 152 45 178 177 62 214 221 89 179 Grp Sat Flow(s),veh/h/ln 1767 1763 1758 1767 1763 1705 1767 1763 1797 1767 1763 Q Serve(g_s), s 4.3 6.2 6.4 1.8 7.3 7.6 2.6 6.2 6.3 3.7 5.2 Cycle Q Clear(g_c), s 4.3 6.2 6.4 1.8 7.3 7.6 2.6 6.2 6.3 3.7 5.2 Prop In Lane 1.00 0.31 1.00 0.49 1.00 0.18 1.00
Lane Grp Cap(c), veh/h 159 225 224 159 259 250 132 732 746 153 711 V/C Ratio(X) 0.65 0.66 0.68 0.28 0.69 0.71 0.47 0.29 0.30 0.58 0.25 Avail Cap(c_a), veh/h 271 741 739 179 649 628 202 732 746 248 711 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.8 31.9 32.0 32.7 31.1 31.2 34.1 15.0 15.0 33.8 15.2 Incr Delay (d2), s/veh 4.3 3.3 3.6 1.0 3.2 3.7 2.6 1.0 1.0 3.5 0.9 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 %ile BackOfQ(50%),veh/ln 1.9 2.6 2.7 0.8 3.1 3.1 1.1 2.3 2.3 1.6 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.1 35.2 35.6 33.6 34.3 34.9 36.7 16.0 16.0 37.3 16.1 LnGrp LOS D D D C C C D B B D B
Approach Vol, veh/h 404 400 497 449
Approach Delay, s/veh 36.1 34.5 18.6 20.3
Approach LOS D C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 37.9 12.6 15.5 11.7 37.0 11.1 17.0 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 10.8 29.0 7.8 * 32 8.8 * 31 11.8 28.3 Max Q Clear Time (g_c+I1), s 5.7 8.3 3.8 8.4 4.6 7.4 6.3 9.6 Green Ext Time (p_c), s 0.1 2.0 0.0 1.5 0.0 1.7 0.1 1.7 Intersection Summary
HCM 7th Control Delay, s/veh 26.7
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2696
HCM 7th Signalized Intersection Summary Opening Year No Project PM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 71
Future Volume (veh/h) 71
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 76
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 293
Arrive On Green 0.40
Sat Flow, veh/h 726
Grp Volume(v), veh/h 181
Grp Sat Flow(s),veh/h/ln 1724
Q Serve(g_s), s 5.4
Cycle Q Clear(g_c), s 5.4
Prop In Lane 0.42
Lane Grp Cap(c), veh/h 696
V/C Ratio(X) 0.26
Avail Cap(c_a), veh/h 696
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 15.3
Incr Delay (d2), s/veh 0.9
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.2
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2697
HCM 7th TWSC Opening Year No Project PM Peak
12: Road 148 & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 310 20 17 338 24 11 39 25 16 30 36 Future Vol, veh/h 15 310 20 17 338 24 11 39 25 16 30 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 344 22 19 376 27 12 43 28 18 33 40
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 402 0 0 367 0 0 819 829 356 826 827 389 Stage 1 - - - - - - 389 389 - 427 427 -
Stage 2 - - - - - - 430 440 - 399 400 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1151 - - 1186 - - 293 305 686 290 306 657 Stage 1 - - - - - - 633 607 - 604 584 -
Stage 2 - - - - - - 601 576 - 625 600 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1151 - - 1186 - - 236 293 686 229 294 657 Mov Cap-2 Maneuver - - - - - - 236 293 - 229 294 -
Stage 1 - - - - - - 621 596 - 592 572 -
Stage 2 - - - - - - 521 564 - 546 589 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.36 0.36 18.62 18.26

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 347 77 - - 80 - - 362
HCM Lane V/C Ratio 0.24 0.014 - - 0.016 - - 0.252
HCM Ctrl Dly (s/v) 18.6 8.2 0 - 8.1 0 - 18.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 0.9 0 - - 0 - - 1
2698
HCM Signalized Intersection Capacity Analysis Opening Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 89 226 102 80 302 50 11 167 316 49 16 70 Future Volume (vph) 89 226 102 80 302 50 11 167 316 49 16 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 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 0.98 1.00 0.98 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1548 1752 1802 1752 3434 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1548 1752 1802 1752 3434 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 101 257 116 91 343 57 13 190 359 56 18 80 RTOR Reduction (vph) 0 0 80 0 5 0 0 0 11 0 0 0
Lane Group Flow (vph) 101 257 36 91 395 0 0 203 404 0 0 98 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 10.1 29.3 29.3 8.3 26.8 16.0 29.5 8.4 Effective Green, g (s) 10.1 29.3 29.3 8.3 26.8 16.0 29.5 8.4 Actuated g/C Ratio 0.11 0.31 0.31 0.09 0.28 0.17 0.31 0.09 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 186 569 477 153 508 295 1067 155
v/s Ratio Prot c0.06 0.14 0.05 c0.22 c0.12 0.12 0.06
v/s Ratio Perm 0.02
v/c Ratio 0.54 0.45 0.08 0.59 0.78 0.69 0.38 0.63
Uniform Delay, d1 40.2 26.3 23.2 41.7 31.3 37.1 25.5 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.2 0.6 0.1 6.1 7.4 6.5 0.2 8.1
Delay (s) 43.4 26.9 23.3 47.8 38.7 43.6 25.8 49.9
Level of Service D C C D D D C D
Approach Delay (s/veh) 29.5 40.4 31.6
Approach LOS C D C
Intersection Summary
HCM 2000 Control Delay (s/veh) 34.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 94.9 Sum of lost time (s) 20.1 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
2699
HCM Signalized Intersection Capacity Analysis Opening Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 360 125
Future Volume (vph) 360 125
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3369
Flt Permitted 1.00
Satd. Flow (perm) 3369
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 409 142
RTOR Reduction (vph) 31 0
Lane Group Flow (vph) 520 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 21.9
Effective Green, g (s) 21.9
Actuated g/C Ratio 0.23
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 777
v/s Ratio Prot c0.15
v/s Ratio Perm
v/c Ratio 0.67
Uniform Delay, d1 33.2
Progression Factor 1.00
Incremental Delay, d2 2.2
Delay (s) 35.4
Level of Service D
Approach Delay (s/veh) 37.6
Approach LOS D
Intersection Summary
2700
HCM Signalized Intersection Capacity Analysis Opening Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 77 255 69 63 238 63 12 88 341 83 19 136 Future Volume (vph) 77 255 69 63 238 63 12 88 341 83 19 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.97 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1568 1752 1787 1752 3402 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1568 1752 1787 1752 3402 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 82 271 73 67 253 67 13 94 363 88 20 145 RTOR Reduction (vph) 0 0 53 0 8 0 0 0 19 0 0 0
Lane Group Flow (vph) 82 271 20 67 312 0 0 107 432 0 0 165 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 7.3 21.5 21.5 6.6 20.1 8.6 18.1 13.8 Effective Green, g (s) 7.3 21.5 21.5 6.6 20.1 8.6 18.1 13.8 Actuated g/C Ratio 0.09 0.27 0.27 0.08 0.25 0.11 0.23 0.17 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 161 499 424 145 452 189 775 304
v/s Ratio Prot c0.05 0.15 0.04 c0.17 0.06 0.13 c0.09
v/s Ratio Perm 0.01
v/c Ratio 0.51 0.54 0.05 0.46 0.69 0.57 0.56 0.54
Uniform Delay, d1 34.3 24.8 21.4 34.7 26.8 33.6 27.1 29.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 1.2 0.0 2.3 4.4 3.9 0.9 2.0
Delay (s) 36.9 26.0 21.4 37.0 31.2 37.5 28.0 31.9
Level of Service D C C D C D C C
Approach Delay (s/veh) 27.3 32.2 29.8
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 79.4 Sum of lost time (s) 20.1 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
2701
HCM Signalized Intersection Capacity Analysis Opening Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 394 108
Future Volume (vph) 394 108
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3392
Flt Permitted 1.00
Satd. Flow (perm) 3392
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 419 115
RTOR Reduction (vph) 21 0
Lane Group Flow (vph) 513 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 23.3
Effective Green, g (s) 23.3
Actuated g/C Ratio 0.29
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 995
v/s Ratio Prot c0.15
v/s Ratio Perm
v/c Ratio 0.52
Uniform Delay, d1 23.4
Progression Factor 1.00
Incremental Delay, d2 0.5
Delay (s) 23.8
Level of Service C
Approach Delay (s/veh) 25.7
Approach LOS C
Intersection Summary
2702
Queuing and Blocking Report Opening Year No Project AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 154 204 74 118 336 194 134 147 171 188 175 Average Queue (ft) 73 110 34 60 172 107 58 75 61 111 107 95th Queue (ft) 133 180 64 108 287 172 116 131 117 176 163 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 2 1 0
Queuing Penalty (veh) 5 1 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 64 43 22 79 114 76
Average Queue (ft) 23 22 1 33 53 36
95th Queue (ft) 45 36 10 59 83 63
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB
Directions Served L R UL U
Maximum Queue (ft) 74 96 88 24
Average Queue (ft) 18 35 18 2
95th Queue (ft) 46 63 50 11
Link Distance (ft) 2545
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
2703
Queuing and Blocking Report Opening Year No Project AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB
Directions Served LR
Maximum Queue (ft) 76
Average Queue (ft) 35
95th Queue (ft) 57
Link Distance (ft) 671
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB SB SB
Directions Served L R L R
Maximum Queue (ft) 52 56 120 58
Average Queue (ft) 13 3 20 18
95th Queue (ft) 36 23 57 44
Link Distance (ft) 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 116 136 114 170 190 200 118 118 92 163 224 189 Average Queue (ft) 36 65 48 40 98 84 44 66 43 73 103 62 95th Queue (ft) 78 110 89 105 168 147 91 114 77 140 181 145 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 10 2 6
Queuing Penalty (veh) 0 6 5 6
2704
Queuing and Blocking Report Opening Year No Project AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 75 53 53 113
Average Queue (ft) 13 5 22 50
95th Queue (ft) 44 24 44 81
Link Distance (ft) 4000 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 54 78
Average Queue (ft) 3 4
95th Queue (ft) 20 32
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 21
2705
Queuing and Blocking Report Opening Year No Project PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 113 184 54 116 201 138 163 170 184 216 198 Average Queue (ft) 54 106 25 44 129 56 68 103 93 103 94 95th Queue (ft) 100 172 51 85 203 108 123 161 165 165 155 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 2
Queuing Penalty (veh) 3
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 46 63 25 66 77 76
Average Queue (ft) 17 25 10 23 36 39
95th Queue (ft) 35 44 28 44 57 65
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB NB SB SB SB
Directions Served L R UL T U T TR
Maximum Queue (ft) 46 71 53 23 24 33 22
Average Queue (ft) 17 26 141211
95th Queue (ft) 41 47 40 8 11 11 7
Link Distance (ft) 2545 1240 2504 2504
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
2706
Queuing and Blocking Report Opening Year No Project PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB NB SB SB
Directions Served LR UL U TR
Maximum Queue (ft) 54 26 25 44
Average Queue (ft) 26521
95th Queue (ft) 52 21 12 14
Link Distance (ft) 671 1240
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB SB SB
Directions Served L L R
Maximum Queue (ft) 74 49 69
Average Queue (ft) 18 12 25
95th Queue (ft) 44 34 54
Link Distance (ft) 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 135 133 114 74 157 140 110 140 160 116 154 126 Average Queue (ft) 66 84 59 33 78 76 48 85 73 67 70 41
95th Queue (ft) 112 129 107 69 139 130 90 121 121 104 135 88 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 8 0 0 1
Queuing Penalty (veh) 0 3 0 0 1
2707
Queuing and Blocking Report Opening Year No Project PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB B19 B19 WB NB SB
Directions Served LTR T LTR LTR LTR
Maximum Queue (ft) 53 20 55 50 54 72
Average Queue (ft) 3 1 2 3 30 33
95th Queue (ft) 20 7 18 21 50 62
Link Distance (ft) 4000 1121 1121 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 8
2708
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | H
(559) 570-8991
Appendix H: Corner Sight Distance
JlB!RAf.f.!f
-=-=-=-=-==-
2709
335.0'

38.0'
290.0'

24.0'
113.7' 151.9'
335.0'

38.0'
290.0'

24.0'
113.7' 151.9'
335.0'

38.0'
290.0'

24.0'
151.9' 113.7'
335.0'

38.0'
290.0'

24.0'
113.7' 151.9'
(009-031) 09/23/22 - CS/AB 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704 PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com Clements Ranch - City of Visalia
Corner Sight Distance Evaluation - Sunnyside Avenue
Exhibit H1
LEGEND:

NO OBSTRUCTIONS GREATER THAN 24"

ABOVE STREET GRADE SHOULD BE
PERMITTED WITHIN THESE AREAS.

ROADWAY: SUNNYSIDE AVENUE
DESIGN SPEED: 30 MPH
REQUIRED CSD (LEFT-TURN): 335 FT MIN
REQUIRED CSD (RIGHT-TURN): 290 FT MIN DRIVEWAY B

SUNNYSIDE AVENUE N
Not To Scale

SUNNYSIDE AVENUE DRIVEWAY C

SUNNYSIDE AVENUE DRIVEWAY D
I, ~ I
I
w-= I
-
-
-
-
--
I I J ¼ I
I
w~ I
-
-
-
-
--

I I J ,I I
I l:i I
-
-
-
-
- I - ti I - I I r I I
JlB !!Af.f.!S
=-=--=-==-==-
2710
530.0'

25.0'
134.7' LANE BIKE
530.0'

25.0'
134.7' LANE BIKE (009-031) 02/09/26 - DCC 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704 PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com Clements Ranch - City of Visalia
Corner Sight Distance Evaluation - Lovers Lane
Exhibit H2
LEGEND:

NO OBSTRUCTIONS GREATER THAN 24"

ABOVE STREET GRADE SHOULD BE
PERMITTED WITHIN THESE AREAS.

ROADWAY: LOVERS LANE
DESIGN SPEED: 55 MPH
REQUIRED CSD (RIGHT-TURN): 530 FT MIN DRIVEWAY A

LOVERS LANE
N
Not To Scale DRIVEWAY E

LOVERS LANE
- -~- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- JlB ~ !!Af.f.!S
2711
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | I
(559) 570-8991
Appendix I: Opening Year plus Phase 1 Traffic Conditions JlB!RAf.f.!f
-=-=-=-=-==-
2712
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 96 226 107 82 302 50 11 194 351 54 16 70 Future Volume (vph) 96 226 107 82 302 50 11 194 351 54 16 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 0.98 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1818 1547 1796 1752 3435 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1818 1547 1796 1752 3435 1752
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 109 257 122 93 343 57 13 220 399 61 18 80 RTOR Reduction (vph) 0 0 81 0 4 0 0 0 9 0 0 0
Lane Group Flow (vph) 0 366 41 0 489 0 0 233 451 0 0 98 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 28.4 28.4 35.1 16.9 30.7 12.1
Effective Green, g (s) 28.4 28.4 35.1 16.9 30.7 12.1
Actuated g/C Ratio 0.22 0.22 0.28 0.13 0.24 0.09
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 404 344 494 232 827 166
v/s Ratio Prot c0.20 c0.27 c0.13 0.13 0.06
v/s Ratio Perm 0.03
v/c Ratio 0.91 0.12 0.99 1.00 0.55 0.59
Uniform Delay, d1 48.2 39.6 46.0 55.3 42.3 55.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 23.3 0.2 37.9 60.2 0.7 5.5
Delay (s) 71.5 39.7 84.0 115.5 43.0 60.8
Level of Service E D F F D E
Approach Delay (s/veh) 63.6 84.0 67.4
Approach LOS E F E
Intersection Summary
HCM 2000 Control Delay (s/veh) 66.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.92
Actuated Cycle Length (s) 127.5 Sum of lost time (s) 21.2 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
2713
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 381 125
Future Volume (vph) 381 125
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3375
Flt Permitted 1.00
Satd. Flow (perm) 3375
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 433 142
RTOR Reduction (vph) 25 0
Lane Group Flow (vph) 550 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 25.9
Effective Green, g (s) 25.9
Actuated g/C Ratio 0.20
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 685
v/s Ratio Prot c0.16
v/s Ratio Perm
v/c Ratio 0.80
Uniform Delay, d1 48.4
Progression Factor 1.00
Incremental Delay, d2 6.8
Delay (s) 55.2
Level of Service E
Approach Delay (s/veh) 56.0
Approach LOS E
Intersection Summary
2714
HCM 7th AWSC Opening Year plus Phase 1 AM Peak
2: Pinkham Street & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh14.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 71 68 40 5 112 57 92 156 6 28 81 52
Future Vol, veh/h 71 68 40 5 112 57 92 156 6 28 81 52
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 97 93 55 7 153 78 126 214 8 38 111 71
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh11.8 14 17.1 12.7

HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 36% 100% 0% 100% 0% 17%
Vol Thru, % 61% 0% 63% 0% 66% 50%
Vol Right, % 2% 0% 37% 0% 34% 32%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 254 71 108 5 169 161
LT Vol 92 71 0 5 0 28
Through Vol 156 0 68 0 112 81
RT Vol 6 0 40 0 57 52
Lane Flow Rate 348 97 148 7 232 221
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.581 0.198 0.269 0.014 0.423 0.372
Departure Headway (Hd) 6.015 7.316 6.552 7.332 6.578 6.065 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 602 490 549 489 549 593
Service Time 4.035 5.059 4.281 5.057 4.303 4.105
HCM Lane V/C Ratio 0.578 0.198 0.27 0.014 0.423 0.373
HCM Control Delay, s/veh 17.1 11.9 11.7 10.2 14.1 12.7
HCM Lane LOS C B B B B B
HCM 95th-tile Q 3.7 0.7 1.1 0 2.1 1.7
"'i T+
2715
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
3: Lovers Lane & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 28 79 1 88 472 4 574 26
Future Vol, veh/h 28 79 1 88 472 4 574 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 32 90 1 100 536 5 652 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1147 341 682 682 0 536 - 0
Stage 1 676 - - - - - - -
Stage 2 470 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 191 652 527 900 - 652 - -
Stage 1 464 - - - - - - -
Stage 2 592 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 168 652 890 890 - 652 - -
Mov Cap-2 Maneuver 168 - - - - - - -
Stage 1 411 - - - - - - -
Stage 2 588 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 16.62 1.52 0.07

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 890 - 168 652 652 - -
HCM Lane V/C Ratio 0.114 - 0.189 0.138 0.007 - -
HCM Ctrl Dly (s/v) 9.6 - 31.3 11.4 10.6 - -
HCM Lane LOS A - D B B - -
HCM 95th %tile Q(veh) 0.4 - 0.7 0.5 0 - -
2716
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
5: Lovers Lane & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 0 23 51 0 66 1 7 442 16 3 31 599 22 Future Vol, veh/h 49 0 23 51 0 66 1 7 442 16 3 31 599 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 56 0 26 58 0 75 1 8 502 18 3 35 681 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1041 1310 354 947 1314 260 706 707 0 0 520 520 0 0 Stage 1 771 771 - 530 530 - - - - - - - - -
Stage 2 269 539 - 418 784 - - - - - - - - -
Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 6.48 4.18 - - 6.48 4.18 - - Critical Hdwy Stg 1 6.58 5.58 - 6.58 5.58 - - - - - - - - - Critical Hdwy Stg 2 6.58 5.58 - 6.58 5.58 - - - - - - - - - Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.54 2.24 - - 2.54 2.24 - - Pot Cap-1 Maneuver 182 155 637 213 154 732 505 874 - - 664 1028 - - Stage 1 354 403 - 496 520 - - - - - - - - -
Stage 2 708 515 - 578 397 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 155 147 636 194 146 732 794 794 - - 966 966 - - Mov Cap-2 Maneuver 155 147 - 194 146 - - - - - - - - -
Stage 1 340 386 - 490 514 - - - - - - - - -
Stage 2 628 509 - 532 381 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 34.03 22.99 0.16 0.46

HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 794 - - 204 331 966 - -
HCM Lane V/C Ratio 0.011 - - 0.401 0.402 0.04 - -
HCM Ctrl Dly (s/v) 9.6 - - 34 23 8.9 - -
HCM Lane LOS A - - D C A - -
HCM 95th %tile Q(veh) 0 - - 1.8 1.9 0.1 - -
~ tf+
2717
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
7: Sunnyside Avenue & Driveway C 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 37 91 0 0 26
Future Vol, veh/h 10 37 91 0 0 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 11 42 103 0 0 30
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 103 0 - 0 168 103
Stage 1 - - - - 103 -
Stage 2 - - - - 65 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1482 - - - 820 949
Stage 1 - - - - 918 -
Stage 2 - - - - 955 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1482 - - - 813 949
Mov Cap-2 Maneuver - - - - 813 -
Stage 1 - - - - 911 -
Stage 2 - - - - 955 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.58 0 8.92

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 383 - - - 949
HCM Lane V/C Ratio 0.008 - - - 0.031
HCM Ctrl Dly (s/v) 7.4 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
2718
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
8: Driveway D & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 0 18 0 0 0 39 0 0 0 0 52
Future Vol, veh/h 19 0 18 0 0 0 39 0 0 0 0 52
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 0 20 0 0 0 44 0 0 0 0 59
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 20 0 0 55 55 10 44 65 1
Stage 1 - - - - - - 53 53 - 1 1 -
Stage 2 - - - - - - 1 1 - 43 64 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1615 - - 1589 - - 941 835 1068 955 824 1080 Stage 1 - - - - - - 957 848 - 1019 893 -
Stage 2 - - - - - - 1019 893 - 969 840 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1615 - - 1589 - - 877 823 1068 942 813 1080 Mov Cap-2 Maneuver - - - - - - 877 823 - 942 813 -
Stage 1 - - - - - - 944 837 - 1019 893 -
Stage 2 - - - - - - 964 893 - 955 829 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.73 0 9.32 8.52

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 877 770 - - 1589 - - 1080
HCM Lane V/C Ratio 0.051 0.013 - - - - - 0.055
HCM Ctrl Dly (s/v) 9.3 7.3 0 - 0 - - 8.5
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2
2719
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
9: Lovers Lane & Driveway E 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 32 434 8 0 674
Future Vol, veh/h 0 32 434 8 0 674
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 36 493 9 0 766
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 251 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 746 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 746 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 10.08 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 746 -
HCM Lane V/C Ratio - - 0.049 -
HCM Ctrl Dly (s/v) - - 10.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -
tt
2720
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
10: Caldwell Avenue & Pinkham Street 01/28/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.9
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 236 392 36 35 51
Future Vol, veh/h 46 236 392 36 35 51
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 50 257 426 39 38 55
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 465 0 - 0 783 426
Stage 1 - - - - 426 -
Stage 2 - - - - 357 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1091 - - - 361 626
Stage 1 - - - - 657 -
Stage 2 - - - - 706 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1091 - - - 345 626
Mov Cap-2 Maneuver - - - - 345 -
Stage 1 - - - - 626 -
Stage 2 - - - - 706 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.38 0 13.52

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1091 - - - 345 626
HCM Lane V/C Ratio 0.046 - - - 0.11 0.089
HCM Ctrl Dly (s/v) 8.5 - - - 16.7 11.3
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.1 - - - 0.4 0.3 lt... Jr lt... + + Jr 2721
HCM 7th Signalized Intersection Summary Opening Year plus Phase 1 AM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 50 175 69 58 290 92 56 321 49 1 100 467 Future Volume (veh/h) 50 175 69 58 290 92 56 321 49 1 100 467 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 56 194 77 64 322 102 62 357 54 111 519 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 123 328 126 171 469 146 129 1265 190 158 1195 Arrive On Green 0.07 0.13 0.13 0.10 0.18 0.18 0.07 0.41 0.41 0.09 0.41 Sat Flow, veh/h 1767 2491 955 1767 2641 822 1767 3074 461 1767 2948 Grp Volume(v), veh/h 56 135 136 64 213 211 62 203 208 111 309 Grp Sat Flow(s),veh/h/ln 1767 1763 1684 1767 1763 1699 1767 1763 1773 1767 1763 Q Serve(g_s), s 2.4 5.8 6.1 2.7 9.0 9.3 2.7 6.1 6.2 4.9 10.1 Cycle Q Clear(g_c), s 2.4 5.8 6.1 2.7 9.0 9.3 2.7 6.1 6.2 4.9 10.1 Prop In Lane 1.00 0.57 1.00 0.48 1.00 0.26 1.00
Lane Grp Cap(c), veh/h 123 232 222 171 313 302 129 725 729 158 714 V/C Ratio(X) 0.46 0.58 0.61 0.38 0.68 0.70 0.48 0.28 0.28 0.70 0.43 Avail Cap(c_a), veh/h 195 663 634 195 663 640 195 725 729 284 714 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 32.6 32.7 33.8 30.7 30.8 35.5 15.6 15.6 35.3 17.1 Incr Delay (d2), s/veh 2.6 2.3 2.7 1.4 2.6 2.9 2.8 1.0 1.0 5.6 1.9 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 %ile BackOfQ(50%),veh/ln 1.1 2.4 2.4 1.1 3.7 3.7 1.2 2.3 2.3 2.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.3 34.9 35.4 35.1 33.3 33.7 38.2 16.6 16.6 40.8 19.0 LnGrp LOS D C D D C C D B B D B
Approach Vol, veh/h 327 488 473 730
Approach Delay, s/veh 35.7 33.7 19.4 22.4
Approach LOS D C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 38.8 13.4 16.2 11.8 38.3 9.7 19.8 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 12.8 28.3 8.8 * 30 8.8 * 32 8.8 30.0 Max Q Clear Time (g_c+I1), s 6.9 8.2 4.7 8.1 4.7 12.2 4.4 11.3 Green Ext Time (p_c), s 0.1 1.9 0.0 1.3 0.0 3.1 0.0 2.0 Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2722
HCM 7th Signalized Intersection Summary Opening Year plus Phase 1 AM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 90
Future Volume (veh/h) 90
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 100
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 229
Arrive On Green 0.41
Sat Flow, veh/h 566
Grp Volume(v), veh/h 310
Grp Sat Flow(s),veh/h/ln 1751
Q Serve(g_s), s 10.2
Cycle Q Clear(g_c), s 10.2
Prop In Lane 0.32
Lane Grp Cap(c), veh/h 710
V/C Ratio(X) 0.44
Avail Cap(c_a), veh/h 710
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 17.1
Incr Delay (d2), s/veh 1.9
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.1
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2723
HCM 7th TWSC Opening Year plus Phase 1 AM Peak
12: Road 148 & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 253 16 11 348 18 15 22 12 30 33 77 Future Vol, veh/h 49 253 16 11 348 18 15 22 12 30 33 77 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 65 337 21 15 464 24 20 29 16 40 44 103
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 488 0 0 359 0 0 994 996 351 991 995 476 Stage 1 - - - - - - 479 479 - 505 505 -
Stage 2 - - - - - - 515 517 - 486 489 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1070 - - 1194 - - 223 243 690 224 244 587 Stage 1 - - - - - - 566 553 - 547 538 -
Stage 2 - - - - - - 541 532 - 561 547 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1070 - - 1194 - - 136 221 688 174 221 587 Mov Cap-2 Maneuver - - - - - - 136 221 - 174 221 -
Stage 1 - - - - - - 523 511 - 538 529 -
Stage 2 - - - - - - 402 523 - 476 506 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.32 0.23 28.75 32.88

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 216 274 - - 52 - - 309
HCM Lane V/C Ratio 0.303 0.061 - - 0.012 - - 0.604
HCM Ctrl Dly (s/v) 28.8 8.6 0 - 8.1 0 - 32.9
HCM Lane LOS D A A - A A - D
HCM 95th %tile Q(veh) 1.2 0.2 - - 0 - - 3.7
2724
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 77 255 102 70 238 63 12 117 366 87 19 136 Future Volume (vph) 77 255 102 70 238 63 12 117 366 87 19 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00
Frt 1.00 0.85 0.98 1.00 0.97 1.00
Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (prot) 1823 1568 1786 1752 3403 1752
Flt Permitted 0.99 1.00 0.99 0.95 1.00 0.95
Satd. Flow (perm) 1823 1568 1786 1752 3403 1752
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 82 271 109 74 253 67 13 124 389 93 20 145 RTOR Reduction (vph) 0 0 84 0 6 0 0 0 17 0 0 0
Lane Group Flow (vph) 0 353 25 0 388 0 0 137 465 0 0 165 Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 4 4 8 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 25.6 25.6 28.0 11.0 21.3 14.2
Effective Green, g (s) 25.6 25.6 28.0 11.0 21.3 14.2
Actuated g/C Ratio 0.23 0.23 0.25 0.10 0.19 0.13
Clearance Time (s) 5.3 5.3 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 423 363 453 174 657 225
v/s Ratio Prot c0.19 c0.22 0.08 0.14 c0.09
v/s Ratio Perm 0.02
v/c Ratio 0.83 0.07 0.86 0.79 0.71 0.73
Uniform Delay, d1 40.3 33.1 39.2 48.5 41.6 46.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 13.3 0.1 14.7 20.6 3.5 11.7
Delay (s) 53.6 33.1 53.9 69.1 45.1 57.9
Level of Service D C D E D E
Approach Delay (s/veh) 48.8 53.9 50.4
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay (s/veh) 49.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 110.3 Sum of lost time (s) 21.2 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
2725
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 452 108
Future Volume (vph) 452 108
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3403
Flt Permitted 1.00
Satd. Flow (perm) 3403
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 481 115
RTOR Reduction (vph) 17 0
Lane Group Flow (vph) 579 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 24.5
Effective Green, g (s) 24.5
Actuated g/C Ratio 0.22
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 755
v/s Ratio Prot c0.17
v/s Ratio Perm
v/c Ratio 0.77
Uniform Delay, d1 40.2
Progression Factor 1.00
Incremental Delay, d2 4.7
Delay (s) 44.9
Level of Service D
Approach Delay (s/veh) 47.7
Approach LOS D
Intersection Summary
2726
HCM 7th AWSC Opening Year plus Phase 1 PM Peak
2: Pinkham Street & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 75 52 14 78 22 54 85 7 24 106 28
Future Vol, veh/h 36 75 52 14 78 22 54 85 7 24 106 28
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 42 87 60 16 91 26 63 99 8 28 123 33
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.5 9.5 9.8 9.7

HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 37% 100% 0% 100% 0% 15%
Vol Thru, % 58% 0% 59% 0% 78% 67%
Vol Right, % 5% 0% 41% 0% 22% 18%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 146 36 127 14 100 158
LT Vol 54 36 0 14 0 24
Through Vol 85 0 75 0 78 106
RT Vol 7 0 52 0 22 28
Lane Flow Rate 170 42 148 16 116 184
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.239 0.071 0.217 0.028 0.177 0.252
Departure Headway (Hd) 5.068 6.088 5.293 6.156 5.494 4.934 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 703 584 672 576 647 722
Service Time 3.145 3.875 3.079 3.949 3.287 3.009
HCM Lane V/C Ratio 0.242 0.072 0.22 0.028 0.179 0.255
HCM Control Delay, s/veh 9.8 9.3 9.6 9.1 9.5 9.7
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.9 0.2 0.8 0.1 0.6 1
"'i T+
2727
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
3: Lovers Lane & K Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 50 4 54 578 5 517 51
Future Vol, veh/h 22 50 4 54 578 5 517 51
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 25 57 5 62 664 6 594 59
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1102 326 653 653 0 664 - 0
Stage 1 635 - - - - - - -
Stage 2 467 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 204 666 550 923 - 541 - -
Stage 1 487 - - - - - - -
Stage 2 595 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 187 666 873 873 - 541 - -
Mov Cap-2 Maneuver 187 - - - - - - -
Stage 1 450 - - - - - - -
Stage 2 588 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 15.92 0.86 0.1

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 873 - 187 666 541 - -
HCM Lane V/C Ratio 0.076 - 0.135 0.086 0.011 - -
HCM Ctrl Dly (s/v) 9.5 - 27.3 10.9 11.7 - -
HCM Lane LOS A - D B B - -
HCM 95th %tile Q(veh) 0.2 - 0.5 0.3 0 - -
2728
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
5: Lovers Lane & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 0 5 39 0 43 1 20 558 47 4 99 428 38 Future Vol, veh/h 31 0 5 39 0 43 1 20 558 47 4 99 428 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 36 0 6 45 0 49 1 23 641 54 5 114 492 44
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1120 1494 268 1199 1489 348 536 536 0 0 695 695 0 0 Stage 1 751 751 - 717 717 - - - - - - - - -
Stage 2 369 744 - 483 772 - - - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 6.46 4.16 - - 6.46 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 2.53 2.23 - - 2.53 2.23 - - Pot Cap-1 Maneuver 160 121 727 140 122 645 653 1022 - - 516 890 - - Stage 1 367 414 - 385 429 - - - - - - - - -
Stage 2 620 417 - 531 405 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 124 102 727 117 102 645 994 994 - - 861 861 - - Mov Cap-2 Maneuver 124 102 - 117 102 - - - - - - - - -
Stage 1 316 357 - 375 419 - - - - - - - - -
Stage 2 559 407 - 454 349 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 40.96 36.82 0.29 1.78

HCM LOS E E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 994 - - 141 205 861 - -
HCM Lane V/C Ratio 0.024 - - 0.294 0.461 0.138 - -
HCM Ctrl Dly (s/v) 8.7 - - 41 36.8 9.8 - -
HCM Lane LOS A - - E E A - -
HCM 95th %tile Q(veh) 0.1 - - 1.1 2.2 0.5 - -
~ tf+
2729
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
7: Sunnyside Avenue & Driveway C 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 116 64 0 0 18
Future Vol, veh/h 30 116 64 0 0 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 34 132 73 0 0 20
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 73 0 - 0 273 73
Stage 1 - - - - 73 -
Stage 2 - - - - 200 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1521 - - - 715 987
Stage 1 - - - - 948 -
Stage 2 - - - - 831 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1521 - - - 697 987
Mov Cap-2 Maneuver - - - - 697 -
Stage 1 - - - - 925 -
Stage 2 - - - - 831 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.52 0 8.73

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 370 - - - 987
HCM Lane V/C Ratio 0.022 - - - 0.021
HCM Ctrl Dly (s/v) 7.4 0 - - 8.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.1
2730
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
8: Driveway D & Sunnyside Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 0 57 0 0 0 28 0 0 0 0 36
Future Vol, veh/h 59 0 57 0 0 0 28 0 0 0 0 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 67 0 65 0 0 0 32 0 0 0 0 41
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 65 0 0 168 168 32 135 200 1
Stage 1 - - - - - - 166 166 - 1 1 -
Stage 2 - - - - - - 1 1 - 134 199 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1615 - - 1531 - - 794 723 1038 834 694 1080 Stage 1 - - - - - - 833 759 - 1019 893 -
Stage 2 - - - - - - 1019 893 - 867 735 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1615 - - 1531 - - 731 692 1038 798 664 1080 Mov Cap-2 Maneuver - - - - - - 731 692 - 798 664 -
Stage 1 - - - - - - 797 726 - 1019 893 -
Stage 2 - - - - - - 981 893 - 829 703 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 3.73 0 10.15 8.46

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 731 763 - - 1531 - - 1080
HCM Lane V/C Ratio 0.044 0.042 - - - - - 0.038
HCM Ctrl Dly (s/v) 10.1 7.3 0 - 0 - - 8.5
HCM Lane LOS B A A - A - - A
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.1
2731
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
9: Lovers Lane & Driveway E 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 21 604 23 0 473
Future Vol, veh/h 0 21 604 23 0 473
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 24 686 26 0 538
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 356 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 637 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 637 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 10.87 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 637 -
HCM Lane V/C Ratio - - 0.037 -
HCM Ctrl Dly (s/v) - - 10.9 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
tt
2732
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
10: Caldwell Avenue & Pinkham Street 01/28/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.5
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 57 385 355 33 15 53
Future Vol, veh/h 57 385 355 33 15 53
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 61 410 378 35 16 56
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 413 0 - 0 909 378
Stage 1 - - - - 378 -
Stage 2 - - - - 531 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1141 - - - 304 667
Stage 1 - - - - 691 -
Stage 2 - - - - 588 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1141 - - - 288 667
Mov Cap-2 Maneuver - - - - 288 -
Stage 1 - - - - 654 -
Stage 2 - - - - 588 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.07 0 12.51

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1141 - - - 288 667
HCM Lane V/C Ratio 0.053 - - - 0.055 0.085
HCM Ctrl Dly (s/v) 8.3 - - - 18.2 10.9
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.3 lt... Jr lt... + + Jr 2733
HCM 7th Signalized Intersection Summary Opening Year plus Phase 1 PM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 126 239 45 42 252 90 58 404 38 1 89 282 Future Volume (veh/h) 126 239 45 42 252 90 58 404 38 1 89 282 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 134 254 48 45 268 96 62 430 40 95 300 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 169 378 70 174 383 134 130 1339 124 154 1058 Arrive On Green 0.10 0.13 0.13 0.10 0.15 0.15 0.07 0.41 0.41 0.09 0.40 Sat Flow, veh/h 1767 2967 552 1767 2561 896 1767 3262 302 1767 2640 Grp Volume(v), veh/h 134 149 153 45 182 182 62 232 238 95 198 Grp Sat Flow(s),veh/h/ln 1767 1763 1756 1767 1763 1694 1767 1763 1801 1767 1763 Q Serve(g_s), s 5.8 6.3 6.5 1.8 7.7 8.0 2.6 7.0 7.0 4.1 5.9 Cycle Q Clear(g_c), s 5.8 6.3 6.5 1.8 7.7 8.0 2.6 7.0 7.0 4.1 5.9 Prop In Lane 1.00 0.31 1.00 0.53 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 169 225 224 174 263 253 130 723 739 154 706 V/C Ratio(X) 0.79 0.66 0.68 0.26 0.69 0.72 0.48 0.32 0.32 0.62 0.28 Avail Cap(c_a), veh/h 290 745 742 176 632 607 176 723 739 222 706 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 32.5 32.6 32.6 31.5 31.7 34.7 15.6 15.7 34.4 15.8 Incr Delay (d2), s/veh 8.0 3.4 3.6 0.8 3.3 3.8 2.7 1.2 1.2 4.0 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 %ile BackOfQ(50%),veh/ln 2.7 2.7 2.8 0.8 3.2 3.2 1.1 2.6 2.6 1.8 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.6 35.8 36.2 33.4 34.8 35.4 37.4 16.8 16.8 38.4 16.8 LnGrp LOS D D D C C D D B B D B
Approach Vol, veh/h 436 409 532 491
Approach Delay, s/veh 38.0 34.9 19.2 21.0
Approach LOS D C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 38.1 13.4 15.7 11.8 37.3 11.7 17.4 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 9.8 29.3 7.8 * 33 7.8 * 31 12.8 28.0 Max Q Clear Time (g_c+I1), s 6.1 9.0 3.8 8.5 4.6 8.1 7.8 10.0 Green Ext Time (p_c), s 0.1 2.2 0.0 1.5 0.0 1.9 0.1 1.7 Intersection Summary
HCM 7th Control Delay, s/veh 27.5
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2734
HCM 7th Signalized Intersection Summary Opening Year plus Phase 1 PM Peak 11: Lovers Lane & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 90
Future Volume (veh/h) 90
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 96
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 332
Arrive On Green 0.40
Sat Flow, veh/h 829
Grp Volume(v), veh/h 198
Grp Sat Flow(s),veh/h/ln 1706
Q Serve(g_s), s 6.1
Cycle Q Clear(g_c), s 6.1
Prop In Lane 0.49
Lane Grp Cap(c), veh/h 683
V/C Ratio(X) 0.29
Avail Cap(c_a), veh/h 683
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 15.9
Incr Delay (d2), s/veh 1.1
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.9
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2735
HCM 7th TWSC Opening Year plus Phase 1 PM Peak
12: Road 148 & Caldwell Avenue 01/28/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 315 20 17 345 24 12 39 25 16 30 36 Future Vol, veh/h 15 315 20 17 345 24 12 39 25 16 30 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 17 350 22 19 383 27 13 43 28 18 33 40
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 410 0 0 372 0 0 832 842 361 839 840 397 Stage 1 - - - - - - 394 394 - 434 434 -
Stage 2 - - - - - - 438 448 - 405 406 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1143 - - 1181 - - 287 300 681 284 300 651 Stage 1 - - - - - - 629 603 - 598 579 -
Stage 2 - - - - - - 596 571 - 620 596 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1143 - - 1181 - - 230 288 681 224 289 651 Mov Cap-2 Maneuver - - - - - - 230 288 - 224 289 -
Stage 1 - - - - - - 617 592 - 586 567 -
Stage 2 - - - - - - 515 559 - 541 585 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.35 0.36 19.11 18.59

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 339 76 - - 78 - - 355
HCM Lane V/C Ratio 0.249 0.015 - - 0.016 - - 0.256
HCM Ctrl Dly (s/v) 19.1 8.2 0 - 8.1 0 - 18.6
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q(veh) 1 0 - - 0 - - 1
2736
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 96 226 107 82 302 50 11 194 351 54 16 70 Future Volume (vph) 96 226 107 82 302 50 11 194 351 54 16 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 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 0.98 1.00 0.98 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1548 1752 1802 1752 3435 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1548 1752 1802 1752 3435 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 109 257 122 93 343 57 13 220 399 61 18 80 RTOR Reduction (vph) 0 0 88 0 5 0 0 0 11 0 0 0
Lane Group Flow (vph) 109 257 34 93 395 0 0 233 449 0 0 98 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 8.1 26.4 26.4 8.1 25.7 18.0 32.3 8.5 Effective Green, g (s) 8.1 26.4 26.4 8.1 25.7 18.0 32.3 8.5 Actuated g/C Ratio 0.09 0.28 0.28 0.09 0.27 0.19 0.34 0.09 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 149 514 431 149 489 333 1171 157
v/s Ratio Prot c0.06 0.14 0.05 c0.22 c0.13 0.13 0.06
v/s Ratio Perm 0.02
v/c Ratio 0.73 0.50 0.08 0.62 0.81 0.70 0.38 0.62
Uniform Delay, d1 42.2 28.6 25.2 41.8 32.2 35.8 23.6 41.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.8 0.8 0.1 7.9 9.5 6.3 0.2 7.5
Delay (s) 59.1 29.4 25.3 49.7 41.7 42.1 23.9 49.1
Level of Service E C C D D D C D
Approach Delay (s/veh) 35.0 43.2 30.0
Approach LOS C D C
Intersection Summary
HCM 2000 Control Delay (s/veh) 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 94.7 Sum of lost time (s) 20.1 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
2737
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 381 125
Future Volume (vph) 381 125
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.96
Flt Protected 1.00
Satd. Flow (prot) 3375
Flt Permitted 1.00
Satd. Flow (perm) 3375
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 433 142
RTOR Reduction (vph) 28 0
Lane Group Flow (vph) 547 0
Confl. Peds. (#/hr)
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 22.8
Effective Green, g (s) 22.8
Actuated g/C Ratio 0.24
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 812
v/s Ratio Prot c0.16
v/s Ratio Perm
v/c Ratio 0.67
Uniform Delay, d1 32.6
Progression Factor 1.00
Incremental Delay, d2 2.2
Delay (s) 34.8
Level of Service C
Approach Delay (s/veh) 36.9
Approach LOS D
Intersection Summary
2738
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 5: Lovers Lane & Sunnyside Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 49 0 23 51 0 66 1 7 442 16 3 31
Future Volume (vph) 49 0 23 51 0 66 1 7 442 16 3 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 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 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1736 1553 1736 1553 1735 3471 1553 1736 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1736 1553 1736 1553 1735 3471 1553 1736 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 56 0 26 58 0 75 1 8 502 18 3 35
RTOR Reduction (vph) 0 22 0 0 65 0 0 0 0 10 0 0
Lane Group Flow (vph) 56 4 0 58 10 0 0 9 502 8 0 38
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 3.9 9.0 2.2 7.3 0.9 24.4 24.4 2.2 Effective Green, g (s) 3.9 9.0 2.2 7.3 0.9 24.4 24.4 2.2 Actuated g/C Ratio 0.07 0.16 0.04 0.13 0.02 0.43 0.43 0.04 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 120 247 67 201 27 1501 671 67
v/s Ratio Prot 0.03 0.00 c0.03 c0.01 0.01 0.14 c0.02
v/s Ratio Perm 0.01
v/c Ratio 0.47 0.02 0.87 0.05 0.33 0.33 0.01 0.57
Uniform Delay, d1 25.2 20.0 27.0 21.5 27.5 10.6 9.1 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 0.0 64.8 0.1 7.2 0.1 0.0 10.6 Delay (s) 28.1 20.0 91.8 21.6 34.6 10.7 9.1 37.2
Level of Service C B F C C B A D
Approach Delay (s/veh) 25.5 52.2 11.1
Approach LOS C D B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 56.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
2739
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 AM Peak 5: Lovers Lane & Sunnyside Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 599 22
Future Volume (vph) 599 22
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.99
Flt Protected 1.00
Satd. Flow (prot) 3450
Flt Permitted 1.00
Satd. Flow (perm) 3450
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 681 25
RTOR Reduction (vph) 2 0
Lane Group Flow (vph) 704 0
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4%
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 25.7
Effective Green, g (s) 25.7
Actuated g/C Ratio 0.46
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1572
v/s Ratio Prot c0.20
v/s Ratio Perm
v/c Ratio 0.45
Uniform Delay, d1 10.5
Progression Factor 1.00
Incremental Delay, d2 0.2
Delay (s) 10.7
Level of Service B
Approach Delay (s/veh) 12.1
Approach LOS B
Intersection Summary
2740
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 77 255 102 70 238 63 12 117 366 87 19 136 Future Volume (vph) 77 255 102 70 238 63 12 117 366 87 19 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.97 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 1845 1568 1752 1787 1752 3403 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 1845 1568 1752 1787 1752 3403 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 82 271 109 74 253 67 13 124 389 93 20 145 RTOR Reduction (vph) 0 0 80 0 8 0 0 0 18 0 0 0
Lane Group Flow (vph) 82 271 29 74 312 0 0 137 464 0 0 165 Turn Type Prot NA Perm Prot NA Prot Prot NA Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4
Actuated Green, G (s) 7.4 21.7 21.7 7.0 20.6 12.7 19.6 13.9 Effective Green, g (s) 7.4 21.7 21.7 7.0 20.6 12.7 19.6 13.9 Actuated g/C Ratio 0.09 0.27 0.27 0.09 0.25 0.16 0.24 0.17 Clearance Time (s) 4.2 5.3 5.3 4.2 6.0 4.2 5.7 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 158 490 416 150 451 272 817 298
v/s Ratio Prot c0.05 0.15 0.04 c0.17 0.08 0.14 c0.09
v/s Ratio Perm 0.02
v/c Ratio 0.52 0.55 0.07 0.49 0.69 0.50 0.57 0.55
Uniform Delay, d1 35.4 25.8 22.4 35.6 27.6 31.6 27.3 31.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 1.4 0.1 2.5 4.5 1.5 0.9 2.2
Delay (s) 38.3 27.1 22.5 38.1 32.2 33.0 28.2 33.2
Level of Service D C C D C C C C
Approach Delay (s/veh) 28.0 33.3 29.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 30.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 81.6 Sum of lost time (s) 20.1 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
2741
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 452 108
Future Volume (vph) 452 108
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7
Lane Util. Factor 0.95
Frt 0.97
Flt Protected 1.00
Satd. Flow (prot) 3403
Flt Permitted 1.00
Satd. Flow (perm) 3403
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 481 115
RTOR Reduction (vph) 19 0
Lane Group Flow (vph) 577 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 20.8
Effective Green, g (s) 20.8
Actuated g/C Ratio 0.25
Clearance Time (s) 5.7
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 867
v/s Ratio Prot c0.17
v/s Ratio Perm
v/c Ratio 0.67
Uniform Delay, d1 27.3
Progression Factor 1.00
Incremental Delay, d2 1.9
Delay (s) 29.2
Level of Service C
Approach Delay (s/veh) 30.1
Approach LOS C
Intersection Summary
2742
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 5: Lovers Lane & Sunnyside Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 31 0 5 39 0 43 1 20 558 47 4 99
Future Volume (vph) 31 0 5 39 0 43 1 20 558 47 4 99
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1752 1568 1752 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1752 1568 1752 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 36 0 6 45 0 49 1 23 641 54 5 114
RTOR Reduction (vph) 0 5 0 0 43 0 0 0 0 32 0 0
Lane Group Flow (vph) 36 1 0 45 6 0 0 24 641 22 0 119
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 2.2 5.2 4.2 7.2 0.9 23.3 23.3 6.7 Effective Green, g (s) 2.2 5.2 4.2 7.2 0.9 23.3 23.3 6.7 Actuated g/C Ratio 0.04 0.09 0.07 0.12 0.02 0.40 0.40 0.12 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 66 140 126 194 27 1408 629 202
v/s Ratio Prot 0.02 0.00 c0.03 c0.00 0.01 c0.18 c0.07
v/s Ratio Perm 0.01
v/c Ratio 0.55 0.00 0.36 0.03 0.89 0.46 0.03 0.59
Uniform Delay, d1 27.4 24.0 25.6 22.3 28.5 12.7 10.5 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.9 0.0 1.7 0.1 123.9 0.2 0.0 4.3 Delay (s) 36.3 24.1 27.4 22.4 152.4 12.9 10.5 28.7
Level of Service D C C C F B B C
Approach Delay (s/veh) 34.6 24.8 17.4
Approach LOS C C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 58.0 Sum of lost time (s) 18.6 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
2743
HCM Signalized Intersection Capacity Analysis Opening Year plus Phase 1 PM Peak 5: Lovers Lane & Sunnyside Avenue 02/05/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 428 38
Future Volume (vph) 428 38
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frt 0.99
Flt Protected 1.00
Satd. Flow (prot) 3462
Flt Permitted 1.00
Satd. Flow (perm) 3462
Peak-hour factor, PHF 0.87 0.87
Adj. Flow (vph) 492 44
RTOR Reduction (vph) 5 0
Lane Group Flow (vph) 531 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 29.1
Effective Green, g (s) 29.1
Actuated g/C Ratio 0.50
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1736
v/s Ratio Prot 0.15
v/s Ratio Perm
v/c Ratio 0.31
Uniform Delay, d1 8.5
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 8.6
Level of Service A
Approach Delay (s/veh) 12.3
Approach LOS B
Intersection Summary
2744
Queuing and Blocking Report Opening Year plus Phase 1 AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 140 179 90 160 316 175 166 141 143 204 265 Average Queue (ft) 67 106 33 78 151 111 67 77 76 118 115 95th Queue (ft) 129 181 64 142 248 178 134 131 133 187 190 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 3 1
Queuing Penalty (veh) 7 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 61 44 25 105 118 98
Average Queue (ft) 24 22 5 44 55 41
95th Queue (ft) 45 39 21 83 89 77
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB
Directions Served L R UL U
Maximum Queue (ft) 48 74 76 25
Average Queue (ft) 17 28 26 2
95th Queue (ft) 42 46 55 12
Link Distance (ft) 2545
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
2745
Queuing and Blocking Report Opening Year plus Phase 1 AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 86 66 86 65 49 218 169 44 73 222 201 Average Queue (ft) 39 19 25 19 11 72 53 5 21 98 80
95th Queue (ft) 73 49 59 40 33 142 120 22 50 201 181
Link Distance (ft) 670 717 470 470 1238 1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 0 6 1
Queuing Penalty (veh) 0 0 0
Intersection: 7: Sunnyside Avenue & Driveway C
Movement SB
Directions Served LR
Maximum Queue (ft) 67
Average Queue (ft) 19
95th Queue (ft) 49
Link Distance (ft) 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 55 53
Average Queue (ft) 27 25
95th Queue (ft) 49 49
Link Distance (ft) 222 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2746
Queuing and Blocking Report Opening Year plus Phase 1 AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 21
95th Queue (ft) 44
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB SB SB
Directions Served L L R
Maximum Queue (ft) 51 72 46
Average Queue (ft) 11 19 22
95th Queue (ft) 34 46 38
Link Distance (ft) 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 96 151 139 131 137 176 76 96 82 136 215 229 Average Queue (ft) 35 73 49 40 80 86 38 64 47 72 118 88 95th Queue (ft) 72 121 96 87 124 147 69 100 78 134 212 182 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 2 8 2 10
Queuing Penalty (veh) 3 5 4 10
2747
Queuing and Blocking Report Opening Year plus Phase 1 AM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 51 122 73 74
Average Queue (ft) 11 7 20 45
95th Queue (ft) 35 45 48 71
Link Distance (ft) 4000 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 81 86
Average Queue (ft) 7 6
95th Queue (ft) 39 39
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 30
2748
Queuing and Blocking Report Opening Year plus Phase 1 PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR UL T TR UL T TR
Maximum Queue (ft) 116 240 54 115 366 213 218 252 179 221 190 Average Queue (ft) 51 125 30 49 147 70 98 120 97 124 123 95th Queue (ft) 90 221 59 98 269 136 188 210 159 180 186 Link Distance (ft) 2564 2538 2504 2504 2548 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 150 300 210 250
Storage Blk Time (%) 6 1 0 0
Queuing Penalty (veh) 10 0 0 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 44 53 25 79 70 92
Average Queue (ft) 18 26 12 28 38 45
95th Queue (ft) 37 46 31 55 59 69
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB SB
Directions Served L R UL U T
Maximum Queue (ft) 29 74 70 24 56
Average Queue (ft) 11 29 16 2 2
95th Queue (ft) 33 63 49 11 18
Link Distance (ft) 2545 2504
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
2749
Queuing and Blocking Report Opening Year plus Phase 1 PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 72 29 45 44 28 131 135 48 96 137 135 Average Queue (ft) 25 1 21 19 8 68 72 13 59 58 47
95th Queue (ft) 61 9 41 35 27 119 136 35 101 120 107
Link Distance (ft) 670 717 470 470 1238 1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 5 3
Queuing Penalty (veh) 1 1
Intersection: 7: Sunnyside Avenue & Driveway C
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 50
Average Queue (ft) 2 12
95th Queue (ft) 15 38
Link Distance (ft) 717 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 52 55
Average Queue (ft) 23 21
95th Queue (ft) 47 49
Link Distance (ft) 222 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2750
Queuing and Blocking Report Opening Year plus Phase 1 PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 15
95th Queue (ft) 39
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB SB SB
Directions Served L L R
Maximum Queue (ft) 53 28 84
Average Queue (ft) 10 13 22
95th Queue (ft) 33 33 49
Link Distance (ft) 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 177 155 120 72 149 157 133 198 204 179 149 141 Average Queue (ft) 84 81 52 29 80 78 45 93 84 62 83 52
95th Queue (ft) 141 125 91 61 129 134 103 159 156 122 148 110 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 8 0 1 1 4
Queuing Penalty (veh) 0 3 0 1 1 4
2751
Queuing and Blocking Report Opening Year plus Phase 1 PM Peak Improved 02/05/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 53 53 72 52
Average Queue (ft) 2 6 33 31
95th Queue (ft) 18 30 51 46
Link Distance (ft) 4000 5290 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 23
2752
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | J
(559) 570-8991
Appendix J: Cumulative 5-Year No Project Traffic Conditions JlB!RAf.f.!f
-=-=-=-=-==-
2753
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 92 229 110 80 310 56 11 183 359 49 39 81 Future Volume (vph) 92 229 110 80 310 56 11 183 359 49 39 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 105 260 125 91 352 64 13 208 408 56 44 92 RTOR Reduction (vph) 0 0 99 0 0 51 0 0 0 40 0 0
Lane Group Flow (vph) 105 260 26 91 352 13 0 221 408 16 0 136 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 8.4 16.4 16.4 7.7 15.7 15.7 16.1 21.8 21.8 12.3 Effective Green, g (s) 8.4 16.4 16.4 7.7 15.7 15.7 16.1 21.8 21.8 12.3 Actuated g/C Ratio 0.11 0.21 0.21 0.10 0.20 0.20 0.21 0.28 0.28 0.16 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 189 740 327 173 709 313 363 984 440 277 v/s Ratio Prot c0.06 0.07 0.05 c0.10 c0.13 c0.12 0.08
v/s Ratio Perm 0.02 0.01 0.01
v/c Ratio 0.56 0.35 0.08 0.53 0.50 0.04 0.61 0.41 0.04 0.49 Uniform Delay, d1 32.8 26.1 24.6 33.2 27.4 24.9 27.9 22.7 20.3 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.3 0.1 2.9 0.5 0.1 2.9 0.3 0.0 1.4 Delay (s) 36.3 26.4 24.7 36.1 28.0 25.0 30.8 23.0 20.3 31.2 Level of Service D C C D C C C C C C
Approach Delay (s/veh) 28.1 29.1 25.3
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 77.6 Sum of lost time (s) 19.4 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2754
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year No Project AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 403 129
Future Volume (vph) 403 129
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 458 147
RTOR Reduction (vph) 0 104
Lane Group Flow (vph) 458 43
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 18.0 18.0
Effective Green, g (s) 18.0 18.0
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 813 363
v/s Ratio Prot c0.13
v/s Ratio Perm 0.03
v/c Ratio 0.56 0.12
Uniform Delay, d1 26.3 23.5
Progression Factor 1.00 1.00
Incremental Delay, d2 0.9 0.1
Delay (s) 27.2 23.7
Level of Service C C
Approach Delay (s/veh) 27.2
Approach LOS C
Intersection Summary
tt
2755
HCM 7th AWSC Cumulative 5-Year No Project AM Peak
2: Pinkham Street & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh14.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 70 40 5 114 27 93 173 6 26 85 54
Future Vol, veh/h 72 70 40 5 114 27 93 173 6 26 85 54
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 99 96 55 7 156 37 127 237 8 36 116 74
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh11.7 13 17.4 12.5

HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 34% 100% 0% 100% 0% 16%
Vol Thru, % 64% 0% 64% 0% 81% 52%
Vol Right, % 2% 0% 36% 0% 19% 33%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 272 72 110 5 141 165
LT Vol 93 72 0 5 0 26
Through Vol 173 0 70 0 114 85
RT Vol 6 0 40 0 27 54
Lane Flow Rate 373 99 151 7 193 226
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.602 0.198 0.27 0.014 0.357 0.37
Departure Headway (Hd) 5.819 7.219 6.447 7.3 6.651 5.893 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 615 494 553 487 537 603
Service Time 3.902 5.014 4.241 5.097 4.447 3.989
HCM Lane V/C Ratio 0.607 0.2 0.273 0.014 0.359 0.375
HCM Control Delay, s/veh 17.4 11.8 11.6 10.2 13.1 12.5
HCM Lane LOS C B B B B B
HCM 95th-tile Q 4 0.7 1.1 0 1.6 1.7
"'i T+
2756
HCM 7th TWSC Cumulative 5-Year No Project AM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 77 1 58 452 4 592 26
Future Vol, veh/h 29 77 1 58 452 4 592 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 33 88 1 66 514 5 673 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1088 351 702 702 0 514 - 0
Stage 1 697 - - - - - - -
Stage 2 391 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 209 642 511 884 - 674 - -
Stage 1 453 - - - - - - -
Stage 2 650 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 191 642 870 870 - 674 - -
Mov Cap-2 Maneuver 191 - - - - - - -
Stage 1 418 - - - - - - -
Stage 2 645 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 15.92 1.1 0.07

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 870 - 191 642 674 - -
HCM Lane V/C Ratio 0.077 - 0.172 0.136 0.007 - -
HCM Ctrl Dly (s/v) 9.5 - 27.7 11.5 10.4 - -
HCM Lane LOS A - D B B - -
HCM 95th %tile Q(veh) 0.3 - 0.6 0.5 0 - -
2757
HCM 7th TWSC Cumulative 5-Year No Project AM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 23 1 8 458 3 646 22
Future Vol, veh/h 49 23 1 8 458 3 646 22
Conflicting Peds, #/hr 0 0 0 1 0 0 0 1
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 4 4 4 4 4 4 4 4
Mvmt Flow 56 26 1 9 520 3 734 25
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1035 381 759 760 0 520 - 0
Stage 1 754 - - - - - - -
Stage 2 281 - - - - - - -
Critical Hdwy 6.88 6.98 6.48 4.18 - 6.48 - -
Critical Hdwy Stg 1 5.88 - - - - - - -
Critical Hdwy Stg 2 5.88 - - - - - - -
Follow-up Hdwy 3.54 3.34 2.54 2.24 - 2.54 - -
Pot Cap-1 Maneuver 224 612 467 835 - 664 - -
Stage 1 420 - - - - - - -
Stage 2 736 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 220 611 761 761 - 664 - -
Mov Cap-2 Maneuver 220 - - - - - - -
Stage 1 414 - - - - - - -
Stage 2 732 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 23.41 0.19 0.05

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 761 - 276 664 - -
HCM Lane V/C Ratio 0.013 - 0.296 0.005 - -
HCM Ctrl Dly (s/v) 9.8 - 23.4 10.5 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0 - 1.2 0 - -
2758
HCM 7th TWSC Cumulative 5-Year No Project AM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 2.1
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 63 259 403 36 29 61
Future Vol, veh/h 63 259 403 36 29 61
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 68 282 438 39 32 66
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 477 0 - 0 857 438
Stage 1 - - - - 438 -
Stage 2 - - - - 418 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1080 - - - 327 617
Stage 1 - - - - 648 -
Stage 2 - - - - 662 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1080 - - - 306 617
Mov Cap-2 Maneuver - - - - 306 -
Stage 1 - - - - 607 -
Stage 2 - - - - 662 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.67 0 13.66

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1080 - - - 306 617
HCM Lane V/C Ratio 0.063 - - - 0.103 0.108
HCM Ctrl Dly (s/v) 8.6 - - - 18.1 11.5
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.3 0.4 lt... Jr lt... + + Jr 2759
HCM 7th Signalized Intersection Summary Cumulative 5-Year No Project AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 50 199 69 67 310 95 63 353 68 1 101 482 Future Volume (veh/h) 50 199 69 67 310 95 63 353 68 1 101 482 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 56 221 77 74 344 106 70 392 76 112 536 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 122 359 122 170 490 149 135 1207 232 157 1204 Arrive On Green 0.07 0.14 0.14 0.10 0.18 0.18 0.08 0.41 0.41 0.09 0.40 Sat Flow, veh/h 1767 2585 876 1767 2659 806 1767 2950 567 1767 3014 Grp Volume(v), veh/h 56 149 149 74 226 224 70 233 235 112 313 Grp Sat Flow(s),veh/h/ln 1767 1763 1698 1767 1763 1703 1767 1763 1754 1767 1763 Q Serve(g_s), s 2.5 6.4 6.7 3.2 9.7 10.0 3.1 7.3 7.4 5.0 10.5 Cycle Q Clear(g_c), s 2.5 6.4 6.7 3.2 9.7 10.0 3.1 7.3 7.4 5.0 10.5 Prop In Lane 1.00 0.52 1.00 0.47 1.00 0.32 1.00
Lane Grp Cap(c), veh/h 122 245 236 170 325 314 135 722 718 157 704 V/C Ratio(X) 0.46 0.61 0.63 0.44 0.70 0.71 0.52 0.32 0.33 0.71 0.44 Avail Cap(c_a), veh/h 192 654 630 192 654 632 192 722 718 258 704 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.2 32.7 32.9 34.5 30.9 31.0 35.9 16.3 16.3 35.9 17.7 Incr Delay (d2), s/veh 2.7 2.4 2.8 1.8 2.7 3.0 3.1 1.2 1.2 6.0 2.0 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 %ile BackOfQ(50%),veh/ln 1.1 2.7 2.7 1.4 4.0 4.0 1.3 2.7 2.8 2.2 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.9 35.2 35.7 36.3 33.5 34.0 39.0 17.4 17.5 41.8 19.8 LnGrp LOS D D D D C C D B B D B
Approach Vol, veh/h 354 524 538 739
Approach Delay, s/veh 36.0 34.1 20.3 23.1
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 39.1 13.5 16.9 12.2 38.3 9.8 20.6 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 11.8 29.3 8.8 * 30 8.8 * 32 8.8 30.0 Max Q Clear Time (g_c+I1), s 7.0 9.4 5.2 8.7 5.1 12.6 4.5 12.0 Green Ext Time (p_c), s 0.1 2.2 0.0 1.4 0.0 3.1 0.0 2.2 Intersection Summary
HCM 7th Control Delay, s/veh 27.2
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2760
HCM 7th Signalized Intersection Summary Cumulative 5-Year No Project AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 82
Future Volume (veh/h) 82
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 91
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 204
Arrive On Green 0.40
Sat Flow, veh/h 510
Grp Volume(v), veh/h 314
Grp Sat Flow(s),veh/h/ln 1761
Q Serve(g_s), s 10.6
Cycle Q Clear(g_c), s 10.6
Prop In Lane 0.29
Lane Grp Cap(c), veh/h 703
V/C Ratio(X) 0.45
Avail Cap(c_a), veh/h 703
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 17.8
Incr Delay (d2), s/veh 2.1
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 4.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.8
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2761
HCM 7th TWSC Cumulative 5-Year No Project AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 13.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 268 21 14 363 24 15 23 12 33 45 82 Future Vol, veh/h 68 268 21 14 363 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 357 28 19 484 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 516 0 0 385 0 0 1104 1106 374 1094 1104 500 Stage 1 - - - - - - 553 553 - 537 537 -
Stage 2 - - - - - - 551 553 - 557 567 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1045 - - 1168 - - 188 210 670 190 210 569 Stage 1 - - - - - - 516 513 - 526 521 -
Stage 2 - - - - - - 517 512 - 513 505 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1045 - - 1168 - - 92 182 668 137 183 569 Mov Cap-2 Maneuver - - - - - - 92 182 - 137 183 -
Stage 1 - - - - - - 459 456 - 514 509 -
Stage 2 - - - - - - 360 501 - 414 449 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.67 0.28 41.55 65.17

HCM LOS E F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 163 338 - - 62 - - 253
HCM Lane V/C Ratio 0.409 0.087 - - 0.016 - - 0.842
HCM Ctrl Dly (s/v) 41.5 8.8 0 - 8.1 0 - 65.2
HCM Lane LOS E A A - A A - F
HCM 95th %tile Q(veh) 1.8 0.3 - - 0 - - 6.8
2762
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 78 257 80 63 251 70 12 104 372 83 46 150 Future Volume (vph) 78 257 80 63 251 70 12 104 372 83 46 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 83 273 85 67 267 74 13 111 396 88 49 160 RTOR Reduction (vph) 0 0 68 0 0 60 0 0 0 67 0 0
Lane Group Flow (vph) 83 273 17 67 267 14 0 124 396 21 0 209 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 7.2 14.2 14.2 6.7 13.7 13.7 8.7 17.1 17.1 14.9 Effective Green, g (s) 7.2 14.2 14.2 6.7 13.7 13.7 8.7 17.1 17.1 14.9 Actuated g/C Ratio 0.10 0.20 0.20 0.09 0.19 0.19 0.12 0.24 0.24 0.21 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 174 688 307 162 664 297 210 828 370 361 v/s Ratio Prot c0.05 c0.08 0.04 0.08 0.07 c0.11 c0.12
v/s Ratio Perm 0.01 0.01 0.01
v/c Ratio 0.48 0.40 0.05 0.41 0.40 0.05 0.59 0.48 0.06 0.58 Uniform Delay, d1 30.8 25.3 23.6 30.9 25.7 24.0 30.1 23.8 21.4 25.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.4 0.1 1.7 0.4 0.1 4.4 0.4 0.1 2.2 Delay (s) 32.8 25.7 23.7 32.7 26.1 24.0 34.5 24.2 21.4 28.1 Level of Service C C C C C C C C C C
Approach Delay (s/veh) 26.6 26.8 25.9
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 72.3 Sum of lost time (s) 19.4 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2763
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year No Project PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 440 111
Future Volume (vph) 440 111
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 468 118
RTOR Reduction (vph) 0 75
Lane Group Flow (vph) 468 43
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 23.3 23.3
Effective Green, g (s) 23.3 23.3
Actuated g/C Ratio 0.32 0.32
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 1129 505
v/s Ratio Prot 0.13
v/s Ratio Perm 0.03
v/c Ratio 0.41 0.08
Uniform Delay, d1 19.2 17.1
Progression Factor 1.00 1.00
Incremental Delay, d2 0.2 0.1
Delay (s) 19.4 17.1
Level of Service B B
Approach Delay (s/veh) 21.4
Approach LOS C
Intersection Summary
tt
2764
HCM 7th AWSC Cumulative 5-Year No Project PM Peak
2: Pinkham Street & K Avenue 02/04/2026
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 38 78 52 14 79 17 54 105 7 24 123 30 Future Vol, veh/h 38 78 52 14 79 17 54 105 7 24 123 30
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 44 91 60 16 92 20 63 122 8 28 143 35
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.8 9.7 10.2 10.2

HCM LOS A A B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 14%
Vol Thru, % 63% 0% 60% 0% 82% 69%
Vol Right, % 4% 0% 40% 0% 18% 17%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 166 38 130 14 96 177
LT Vol 54 38 0 14 0 24
Through Vol 105 0 78 0 79 123
RT Vol 7 0 52 0 17 30
Lane Flow Rate 193 44 151 16 112 206
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.28 0.077 0.232 0.029 0.179 0.291
Departure Headway (Hd) 5.218 6.307 5.517 6.4 5.767 5.09 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 691 569 652 560 623 710
Service Time 3.225 4.035 3.245 4.13 3.497 3.097
HCM Lane V/C Ratio 0.279 0.077 0.232 0.029 0.18 0.29
HCM Control Delay, s/veh 10.2 9.6 9.9 9.3 9.8 10.2
HCM Lane LOS B A A A A B
HCM 95th-tile Q 1.1 0.2 0.9 0.1 0.6 1.2
"'i T+
2765
HCM 7th TWSC Cumulative 5-Year No Project PM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 50 4 48 567 5 462 52
Future Vol, veh/h 23 50 4 48 567 5 462 52
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 26 57 5 55 652 6 531 60
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1019 295 591 591 0 652 - 0
Stage 1 572 - - - - - - -
Stage 2 446 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 231 698 602 974 - 551 - -
Stage 1 525 - - - - - - -
Stage 2 609 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 214 698 920 920 - 551 - -
Mov Cap-2 Maneuver 214 - - - - - - -
Stage 1 491 - - - - - - -
Stage 2 602 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 14.89 0.77 0.11

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 920 - 214 698 551 - -
HCM Lane V/C Ratio 0.065 - 0.124 0.082 0.01 - -
HCM Ctrl Dly (s/v) 9.2 - 24.2 10.6 11.6 - -
HCM Lane LOS A - C B B - -
HCM 95th %tile Q(veh) 0.2 - 0.4 0.3 0 - -
2766
HCM 7th TWSC Cumulative 5-Year No Project PM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 6 1 22 584 4 471 39
Future Vol, veh/h 32 6 1 22 584 4 471 39
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 - - 80 - 300 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 37 7 1 25 671 5 541 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 961 293 586 586 0 671 - 0
Stage 1 573 - - - - - - -
Stage 2 389 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 252 700 606 978 - 535 - -
Stage 1 525 - - - - - - -
Stage 2 652 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 243 700 952 952 - 535 - -
Mov Cap-2 Maneuver 243 - - - - - - -
Stage 1 510 - - - - - - -
Stage 2 646 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 20.82 0.34 0.09

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBU SBT SBR
Capacity (veh/h) 952 - 271 535 - -
HCM Lane V/C Ratio 0.028 - 0.161 0.009 - -
HCM Ctrl Dly (s/v) 8.9 - 20.8 11.8 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.6 0 - -
2767
HCM 7th TWSC Cumulative 5-Year No Project PM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.8
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 77 407 371 33 14 71
Future Vol, veh/h 77 407 371 33 14 71
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 82 433 395 35 15 76
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 430 0 - 0 991 395
Stage 1 - - - - 395 -
Stage 2 - - - - 597 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1124 - - - 272 652
Stage 1 - - - - 679 -
Stage 2 - - - - 548 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1124 - - - 252 652
Mov Cap-2 Maneuver - - - - 252 -
Stage 1 - - - - 629 -
Stage 2 - - - - 548 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.34 0 12.72

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1124 - - - 252 652
HCM Lane V/C Ratio 0.073 - - - 0.059 0.116
HCM Ctrl Dly (s/v) 8.5 - - - 20.2 11.2
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.4 lt... Jr lt... + + Jr 2768
HCM 7th Signalized Intersection Summary Cumulative 5-Year No Project PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 113 271 50 53 278 91 60 394 42 1 95 300 Future Volume (veh/h) 113 271 50 53 278 91 60 394 42 1 95 300 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 120 288 53 56 296 97 64 419 45 101 319 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 163 417 76 162 416 134 132 1300 139 156 1083 Arrive On Green 0.09 0.14 0.14 0.09 0.16 0.16 0.07 0.40 0.40 0.09 0.40 Sat Flow, veh/h 1767 2980 541 1767 2624 843 1767 3213 343 1767 2740 Grp Volume(v), veh/h 120 169 172 56 197 196 64 229 235 101 203 Grp Sat Flow(s),veh/h/ln 1767 1763 1758 1767 1763 1704 1767 1763 1794 1767 1763 Q Serve(g_s), s 5.2 7.1 7.3 2.3 8.3 8.6 2.7 7.0 7.0 4.3 6.2 Cycle Q Clear(g_c), s 5.2 7.1 7.3 2.3 8.3 8.6 2.7 7.0 7.0 4.3 6.2 Prop In Lane 1.00 0.31 1.00 0.49 1.00 0.19 1.00
Lane Grp Cap(c), veh/h 163 247 246 162 279 270 132 713 726 156 697 V/C Ratio(X) 0.74 0.68 0.70 0.35 0.71 0.73 0.48 0.32 0.32 0.65 0.29 Avail Cap(c_a), veh/h 266 704 702 198 636 615 198 713 726 243 697 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 32.1 32.2 33.4 31.3 31.4 34.8 16.0 16.0 34.6 16.2 Incr Delay (d2), s/veh 6.3 3.3 3.6 1.3 3.3 3.7 2.7 1.2 1.2 4.4 1.1 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 %ile BackOfQ(50%),veh/ln 2.3 3.0 3.1 1.0 3.5 3.5 1.2 2.6 2.7 1.9 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.0 35.4 35.8 34.7 34.5 35.1 37.6 17.2 17.2 39.0 17.3 LnGrp LOS D D D C C D D B B D B
Approach Vol, veh/h 461 449 528 508
Approach Delay, s/veh 37.0 34.8 19.6 21.6
Approach LOS D C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 37.7 12.9 16.7 11.9 37.0 11.4 18.1 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 10.8 29.0 8.8 * 31 8.8 * 31 11.8 28.3 Max Q Clear Time (g_c+I1), s 6.3 9.0 4.3 9.3 4.7 8.4 7.2 10.6 Green Ext Time (p_c), s 0.1 2.2 0.0 1.6 0.0 2.0 0.1 1.8 Intersection Summary
HCM 7th Control Delay, s/veh 27.8
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2769
HCM 7th Signalized Intersection Summary Cumulative 5-Year No Project PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 83
Future Volume (veh/h) 83
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 88
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 294
Arrive On Green 0.40
Sat Flow, veh/h 744
Grp Volume(v), veh/h 204
Grp Sat Flow(s),veh/h/ln 1721
Q Serve(g_s), s 6.4
Cycle Q Clear(g_c), s 6.4
Prop In Lane 0.43
Lane Grp Cap(c), veh/h 680
V/C Ratio(X) 0.30
Avail Cap(c_a), veh/h 680
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 16.3
Incr Delay (d2), s/veh 1.1
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.4
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2770
HCM 7th TWSC Cumulative 5-Year No Project PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 323 24 21 359 32 14 72 29 18 46 42 Future Vol, veh/h 20 323 24 21 359 32 14 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 359 27 23 399 36 16 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 434 0 0 386 0 0 888 898 372 907 893 417 Stage 1 - - - - - - 417 417 - 463 463 -
Stage 2 - - - - - - 471 481 - 443 430 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1120 - - 1167 - - 263 278 672 256 280 634 Stage 1 - - - - - - 612 590 - 577 562 -
Stage 2 - - - - - - 571 552 - 592 582 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1120 - - 1167 - - 189 264 672 163 265 634 Mov Cap-2 Maneuver - - - - - - 189 264 - 163 265 -
Stage 1 - - - - - - 596 575 - 562 547 -
Stage 2 - - - - - - 467 537 - 472 567 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.45 0.42 26.25 24.23

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 295 97 - - 90 - - 303
HCM Lane V/C Ratio 0.434 0.02 - - 0.02 - - 0.389
HCM Ctrl Dly (s/v) 26.3 8.3 0 - 8.1 0 - 24.2
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q(veh) 2.1 0.1 - - 0.1 - - 1.8
2771
HCM 7th TWSC Cumulative 5-Year No Project AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 268 21 14 363 24 15 23 12 33 45 82 Future Vol, veh/h 68 268 21 14 363 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 357 28 19 484 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 516 0 0 385 0 0 1104 1106 374 1094 1104 500 Stage 1 - - - - - - 553 553 - 537 537 -
Stage 2 - - - - - - 551 553 - 557 567 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1045 - - 1168 - - 188 210 670 190 210 569 Stage 1 - - - - - - 516 513 - 526 521 -
Stage 2 - - - - - - 517 512 - 513 505 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1045 - - 1168 - - 92 182 668 137 183 569 Mov Cap-2 Maneuver - - - - - - 92 182 - 137 183 -
Stage 1 - - - - - - 459 456 - 514 509 -
Stage 2 - - - - - - 360 501 - 414 449 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.67 0.28 32.66 30.74

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 92 243 338 - - 62 - - 137 325
HCM Lane V/C Ratio 0.216 0.192 0.087 - - 0.016 - - 0.321 0.521 HCM Ctrl Dly (s/v) 54.4 23.3 8.8 0 - 8.1 0 - 43.2 27.5
HCM Lane LOS F C A A - A A - E D
HCM 95th %tile Q(veh) 0.8 0.7 0.3 - - 0 - - 1.3 2.8
lt f+
2772
HCM 7th TWSC Cumulative 5-Year No Project PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 323 24 21 359 32 14 72 29 18 46 42 Future Vol, veh/h 20 323 24 21 359 32 14 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 359 27 23 399 36 16 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 434 0 0 386 0 0 888 898 372 907 893 417 Stage 1 - - - - - - 417 417 - 463 463 -
Stage 2 - - - - - - 471 481 - 443 430 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1120 - - 1167 - - 263 278 672 256 280 634 Stage 1 - - - - - - 612 590 - 577 562 -
Stage 2 - - - - - - 571 552 - 592 582 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1120 - - 1167 - - 189 264 672 163 265 634 Mov Cap-2 Maneuver - - - - - - 189 264 - 163 265 -
Stage 1 - - - - - - 596 575 - 562 547 -
Stage 2 - - - - - - 467 537 - 472 567 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.45 0.42 22.68 20.32

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 189 319 97 - - 90 - - 163 367
HCM Lane V/C Ratio 0.082 0.351 0.02 - - 0.02 - - 0.122 0.266 HCM Ctrl Dly (s/v) 25.8 22.2 8.3 0 - 8.1 0 - 30.1 18.3
HCM Lane LOS D C A A - A A - D C
HCM 95th %tile Q(veh) 0.3 1.5 0.1 - - 0.1 - - 0.4 1.1
lt f+
2773
Queuing and Blocking Report Cumulative 5-Year No Project AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 134 111 88 86 108 149 128 62 257 154 126 43 Average Queue (ft) 54 53 42 28 49 78 53 12 101 63 70 11 95th Queue (ft) 103 87 82 59 99 126 102 34 190 110 121 30 Link Distance (ft) 792 792 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 14
Queuing Penalty (veh) 2 2
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 155 221 211 82
Average Queue (ft) 75 91 65 28
95th Queue (ft) 136 166 138 56
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 0 2 0
Queuing Penalty (veh) 0 2 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 46 63 25 66 158 75
Average Queue (ft) 22 28 4 33 67 42
95th Queue (ft) 41 51 19 55 127 66
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2774
Queuing and Blocking Report Cumulative 5-Year No Project AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB
Directions Served L R UL U
Maximum Queue (ft) 53 53 58 31
Average Queue (ft) 21 30 17 2
95th Queue (ft) 46 50 47 14
Link Distance (ft) 2545
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB NB SB
Directions Served LR UL U
Maximum Queue (ft) 78 24 24
Average Queue (ft) 36 2 2
95th Queue (ft) 69 14 11
Link Distance (ft) 671
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB WB SB SB
Directions Served L T R L R
Maximum Queue (ft) 53 44 48 72 70
Average Queue (ft) 24 1 2 19 23
95th Queue (ft) 51 15 18 51 52
Link Distance (ft) 1248 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
2775
Queuing and Blocking Report Cumulative 5-Year No Project AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 117 159 149 113 140 162 110 162 141 117 180 191 Average Queue (ft) 43 83 49 45 90 83 56 77 71 65 108 78 95th Queue (ft) 83 127 108 79 138 138 97 124 130 108 172 160 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 2 12 0 0 6
Queuing Penalty (veh) 2 8 0 0 6
Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 96 26 31 51 50 71
Average Queue (ft) 26 2 8 20 18 34
95th Queue (ft) 69 15 28 42 43 57
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 54 102
Average Queue (ft) 2 3
95th Queue (ft) 18 33
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 23
2776
Queuing and Blocking Report Cumulative 5-Year No Project PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 114 113 149 46 152 127 119 50 144 141 170 116 Average Queue (ft) 41 59 61 20 41 70 35 18 72 62 88 24
95th Queue (ft) 92 100 120 44 94 108 79 39 124 120 148 64 Link Distance (ft) 793 793 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 70
Queuing Penalty (veh) 60
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 191 166 151 42
Average Queue (ft) 110 89 71 16
95th Queue (ft) 183 152 127 35
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 2
Queuing Penalty (veh) 2
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 43 59 25 85 95 100
Average Queue (ft) 18 27 11 30 43 46
95th Queue (ft) 38 46 29 58 75 79
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2777
Queuing and Blocking Report Cumulative 5-Year No Project PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB SB SB
Directions Served L R UL U T TR
Maximum Queue (ft) 54 53 31 25 50 26
Average Queue (ft) 19 24 12122
95th Queue (ft) 45 46 33 8 17 11
Link Distance (ft) 2545 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB NB SB SB
Directions Served LR UL U TR
Maximum Queue (ft) 49 68 24 22
Average Queue (ft) 19811
95th Queue (ft) 46 34 8 7
Link Distance (ft) 671 1240
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 300
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB WB SB SB
Directions Served L T R L R
Maximum Queue (ft) 54 48 56 49 48
Average Queue (ft) 11 2 2 10 25
95th Queue (ft) 40 16 18 32 42
Link Distance (ft) 1248 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
2778
Queuing and Blocking Report Cumulative 5-Year No Project PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 139 136 130 94 161 152 96 166 156 156 182 132 Average Queue (ft) 71 82 56 41 80 78 51 86 69 65 81 52
95th Queue (ft) 117 129 101 87 129 127 95 142 124 114 156 112 Link Distance (ft) 1215 1215 1121 1121 765 765 1291 1291 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 2 6 0 1 4
Queuing Penalty (veh) 2 3 0 2 4
Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 53 53 30 74 48 53
Average Queue (ft) 9 6 9 38 14 30
95th Queue (ft) 37 28 29 60 38 48
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 20
2779
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | K
(559) 570-8991
Appendix K: Cumulative 5-Year plus Phase 1 Traffic Conditions JlB!RAf.f.!f
-=-=-=-=-==-
2780
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 99 229 115 82 310 56 11 210 394 54 39 81 Future Volume (vph) 99 229 115 82 310 56 11 210 394 54 39 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 113 260 131 93 352 64 13 239 448 61 44 92 RTOR Reduction (vph) 0 0 104 0 0 51 0 0 0 43 0 0
Lane Group Flow (vph) 113 260 27 93 352 13 0 252 448 18 0 136 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 8.6 16.7 16.7 7.9 16.0 16.0 17.8 24.1 24.1 12.4 Effective Green, g (s) 8.6 16.7 16.7 7.9 16.0 16.0 17.8 24.1 24.1 12.4 Actuated g/C Ratio 0.11 0.21 0.21 0.10 0.20 0.20 0.22 0.30 0.30 0.15 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 187 727 321 171 696 307 387 1049 469 269 v/s Ratio Prot c0.06 0.07 0.05 c0.10 c0.14 0.13 0.08
v/s Ratio Perm 0.02 0.01 0.01
v/c Ratio 0.60 0.36 0.08 0.54 0.51 0.04 0.65 0.43 0.04 0.51 Uniform Delay, d1 34.3 27.3 25.7 34.6 28.7 26.1 28.5 22.7 20.0 31.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.4 0.3 0.1 3.5 0.6 0.1 3.9 0.3 0.0 1.5 Delay (s) 39.7 27.6 25.8 38.1 29.3 26.1 32.4 22.9 20.0 32.7 Level of Service D C C D C C C C C C
Approach Delay (s/veh) 29.9 30.5 25.8
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 80.5 Sum of lost time (s) 19.4 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2781
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 424 129
Future Volume (vph) 424 129
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 482 147
RTOR Reduction (vph) 0 104
Lane Group Flow (vph) 482 43
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 18.7 18.7
Effective Green, g (s) 18.7 18.7
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 814 364
v/s Ratio Prot c0.14
v/s Ratio Perm 0.03
v/c Ratio 0.59 0.12
Uniform Delay, d1 27.5 24.4
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 0.1
Delay (s) 28.7 24.5
Level of Service C C
Approach Delay (s/veh) 28.6
Approach LOS C
Intersection Summary
tt
2782
HCM 7th AWSC Cumulative 5-Year plus Phase 1 AM Peak
2: Pinkham Street & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh15.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 70 40 5 114 58 93 173 6 29 97 54
Future Vol, veh/h 72 70 40 5 114 58 93 173 6 29 97 54
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 99 96 55 7 156 79 127 237 8 40 133 74
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh12.2 14.8 19.4 13.9

HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 34% 100% 0% 100% 0% 16%
Vol Thru, % 64% 0% 64% 0% 66% 54%
Vol Right, % 2% 0% 36% 0% 34% 30%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 272 72 110 5 172 180
LT Vol 93 72 0 5 0 29
Through Vol 173 0 70 0 114 97
RT Vol 6 0 40 0 58 54
Lane Flow Rate 373 99 151 7 236 247
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.637 0.207 0.284 0.014 0.445 0.427
Departure Headway (Hd) 6.15 7.56 6.785 7.553 6.798 6.235 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 589 474 529 474 530 577
Service Time 4.19 5.311 4.536 5.301 4.546 4.283
HCM Lane V/C Ratio 0.633 0.209 0.285 0.015 0.445 0.428
HCM Control Delay, s/veh 19.4 12.3 12.2 10.4 14.9 13.9
HCM Lane LOS C B B B B B
HCM 95th-tile Q 4.5 0.8 1.2 0 2.3 2.1
"'i T+
2783
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 80 1 89 519 4 620 26
Future Vol, veh/h 29 80 1 89 519 4 620 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 33 91 1 101 590 5 705 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1228 367 734 734 0 590 - 0
Stage 1 728 - - - - - - -
Stage 2 499 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 169 627 488 860 - 603 - -
Stage 1 436 - - - - - - -
Stage 2 572 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 148 627 850 850 - 603 - -
Mov Cap-2 Maneuver 148 - - - - - - -
Stage 1 384 - - - - - - -
Stage 2 568 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 18.25 1.45 0.07

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 850 - 148 627 603 - -
HCM Lane V/C Ratio 0.12 - 0.223 0.145 0.008 - -
HCM Ctrl Dly (s/v) 9.8 - 36.3 11.7 11 - -
HCM Lane LOS A - E B B - -
HCM 95th %tile Q(veh) 0.4 - 0.8 0.5 0 - -
2784
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.7
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 0 23 51 0 66 1 8 490 16 3 31 646 22 Future Vol, veh/h 49 0 23 51 0 66 1 8 490 16 3 31 646 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 56 0 26 58 0 75 1 9 557 18 3 35 734 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1124 1420 381 1031 1424 288 759 760 0 0 575 575 0 0 Stage 1 825 825 - 586 586 - - - - - - - - -
Stage 2 299 595 - 444 837 - - - - - - - - -
Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 6.48 4.18 - - 6.48 4.18 - - Critical Hdwy Stg 1 6.58 5.58 - 6.58 5.58 - - - - - - - - - Critical Hdwy Stg 2 6.58 5.58 - 6.58 5.58 - - - - - - - - - Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.54 2.24 - - 2.54 2.24 - - Pot Cap-1 Maneuver 158 133 612 185 132 703 467 835 - - 612 981 - - Stage 1 329 380 - 458 490 - - - - - - - - -
Stage 2 680 485 - 557 375 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 133 125 611 167 125 703 761 761 - - 917 917 - - Mov Cap-2 Maneuver 133 125 - 167 125 - - - - - - - - -
Stage 1 315 364 - 452 484 - - - - - - - - -
Stage 2 599 479 - 511 359 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 41.61 27.08 0.17 0.44

HCM LOS E D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 761 - - 177 293 917 - -
HCM Lane V/C Ratio 0.013 - - 0.461 0.454 0.042 - -
HCM Ctrl Dly (s/v) 9.8 - - 41.6 27.1 9.1 - -
HCM Lane LOS A - - E D A - -
HCM 95th %tile Q(veh) 0 - - 2.2 2.2 0.1 - -
~ tf+
2785
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
7: Sunnyside Avenue & Driveway C 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 383 - - - 949
HCM Lane V/C Ratio 0.008 - - - 0.031
HCM Ctrl Dly (s/v) 7.4 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
2786
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
8: Driveway D & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 877 770 - - 1589 - - 1080
HCM Lane V/C Ratio 0.051 0.013 - - - - - 0.055
HCM Ctrl Dly (s/v) 9.3 7.3 0 - 0 - - 8.5
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2
2787
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
9: Lovers Lane & Driveway E 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 32 483 8 0 721
Future Vol, veh/h 0 32 483 8 0 721
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 36 549 9 0 819
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 279 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 715 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 715 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 10.3 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 715 -
HCM Lane V/C Ratio - - 0.051 -
HCM Ctrl Dly (s/v) - - 10.3 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -
tt
2788
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 2.2
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 63 269 424 36 35 67
Future Vol, veh/h 63 269 424 36 35 67
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 68 292 461 39 38 73
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 500 0 - 0 890 461
Stage 1 - - - - 461 -
Stage 2 - - - - 429 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1059 - - - 312 599
Stage 1 - - - - 633 -
Stage 2 - - - - 654 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1059 - - - 292 599
Mov Cap-2 Maneuver - - - - 292 -
Stage 1 - - - - 592 -
Stage 2 - - - - 654 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.64 0 14.36

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1059 - - - 292 599
HCM Lane V/C Ratio 0.065 - - - 0.13 0.122
HCM Ctrl Dly (s/v) 8.6 - - - 19.2 11.8
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.4 0.4 lt... Jr lt... + + Jr 2789
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Phase 1 AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 60 199 75 67 310 99 63 363 68 1 110 503 Future Volume (veh/h) 60 199 75 67 310 99 63 363 68 1 110 503 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 67 221 83 74 344 110 70 403 76 122 559 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 132 356 130 178 488 154 134 1198 224 158 1154 Arrive On Green 0.07 0.14 0.14 0.10 0.19 0.19 0.08 0.40 0.40 0.09 0.40 Sat Flow, veh/h 1767 2530 922 1767 2633 828 1767 2964 554 1767 2916 Grp Volume(v), veh/h 67 152 152 74 228 226 70 238 241 122 337 Grp Sat Flow(s),veh/h/ln 1767 1763 1690 1767 1763 1698 1767 1763 1756 1767 1763 Q Serve(g_s), s 3.0 6.6 6.9 3.2 9.9 10.2 3.1 7.6 7.7 5.5 11.7 Cycle Q Clear(g_c), s 3.0 6.6 6.9 3.2 9.9 10.2 3.1 7.6 7.7 5.5 11.7 Prop In Lane 1.00 0.55 1.00 0.49 1.00 0.32 1.00
Lane Grp Cap(c), veh/h 132 248 238 178 327 315 134 713 710 158 698 V/C Ratio(X) 0.51 0.61 0.64 0.42 0.70 0.72 0.52 0.33 0.34 0.77 0.48 Avail Cap(c_a), veh/h 191 648 621 191 648 624 191 713 710 255 698 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 33.0 33.1 34.4 31.1 31.2 36.3 16.8 16.8 36.3 18.4 Incr Delay (d2), s/veh 3.0 2.4 2.9 1.5 2.7 3.0 3.1 1.3 1.3 7.7 2.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 2.8 2.8 1.4 4.1 4.1 1.4 2.9 2.9 2.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.3 35.4 36.0 36.0 33.8 34.3 39.4 18.0 18.1 44.0 20.8 LnGrp LOS D D D D C C D B B D C
Approach Vol, veh/h 371 528 549 795
Approach Delay, s/veh 36.3 34.3 20.8 24.4
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 39.0 13.9 17.2 12.2 38.3 10.3 20.8 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 11.8 29.3 8.8 * 30 8.8 * 32 8.8 30.0 Max Q Clear Time (g_c+I1), s 7.5 9.7 5.2 8.9 5.1 13.7 5.0 12.2 Green Ext Time (p_c), s 0.1 2.3 0.0 1.4 0.0 3.3 0.0 2.2 Intersection Summary
HCM 7th Control Delay, s/veh 27.8
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2790
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Phase 1 AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 103
Future Volume (veh/h) 103
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 114
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 235
Arrive On Green 0.40
Sat Flow, veh/h 593
Grp Volume(v), veh/h 336
Grp Sat Flow(s),veh/h/ln 1746
Q Serve(g_s), s 11.7
Cycle Q Clear(g_c), s 11.7
Prop In Lane 0.34
Lane Grp Cap(c), veh/h 691
V/C Ratio(X) 0.49
Avail Cap(c_a), veh/h 691
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 18.5
Incr Delay (d2), s/veh 2.4
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.9
LnGrp LOS C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2791
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 14.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 276 22 14 367 24 15 23 12 33 45 82 Future Vol, veh/h 68 276 22 14 367 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 368 29 19 489 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 521 0 0 397 0 0 1121 1123 386 1110 1121 505 Stage 1 - - - - - - 564 564 - 543 543 -
Stage 2 - - - - - - 557 559 - 568 579 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1040 - - 1156 - - 183 205 660 186 205 565 Stage 1 - - - - - - 509 507 - 522 518 -
Stage 2 - - - - - - 513 510 - 506 499 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1040 - - 1156 - - 89 178 658 133 178 565 Mov Cap-2 Maneuver - - - - - - 89 178 - 133 178 -
Stage 1 - - - - - - 451 450 - 510 506 -
Stage 2 - - - - - - 356 498 - 407 443 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.63 0.28 43.54 69.82

HCM LOS E F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 158 330 - - 61 - - 247
HCM Lane V/C Ratio 0.422 0.087 - - 0.016 - - 0.862
HCM Ctrl Dly (s/v) 43.5 8.8 0 - 8.2 0 - 69.8
HCM Lane LOS E A A - A A - F
HCM 95th %tile Q(veh) 1.9 0.3 - - 0 - - 7.1
2792
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 78 257 113 70 251 70 12 133 397 87 46 150 Future Volume (vph) 78 257 113 70 251 70 12 133 397 87 46 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 83 273 120 74 267 74 13 141 422 93 49 160 RTOR Reduction (vph) 0 0 96 0 0 60 0 0 0 71 0 0
Lane Group Flow (vph) 83 273 24 74 267 14 0 154 422 22 0 209 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 7.3 14.2 14.2 6.8 13.7 13.7 12.7 16.6 16.6 14.8 Effective Green, g (s) 7.3 14.2 14.2 6.8 13.7 13.7 12.7 16.6 16.6 14.8 Actuated g/C Ratio 0.10 0.20 0.20 0.09 0.19 0.19 0.18 0.23 0.23 0.21 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 178 693 310 165 668 299 309 810 362 361 v/s Ratio Prot c0.05 c0.08 0.04 0.08 0.09 0.12 c0.12
v/s Ratio Perm 0.02 0.01 0.01
v/c Ratio 0.47 0.39 0.08 0.45 0.40 0.05 0.50 0.52 0.06 0.58 Uniform Delay, d1 30.4 25.1 23.5 30.7 25.4 23.7 26.7 24.1 21.5 25.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.4 0.1 1.9 0.4 0.1 1.3 0.6 0.1 2.2 Delay (s) 32.3 25.4 23.6 32.7 25.8 23.8 27.9 24.7 21.6 27.9 Level of Service C C C C C C C C C C
Approach Delay (s/veh) 26.2 26.7 25.0
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 25.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 71.8 Sum of lost time (s) 19.4 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2793
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 498 111
Future Volume (vph) 498 111
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 530 118
RTOR Reduction (vph) 0 72
Lane Group Flow (vph) 530 46
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 18.7 18.7
Effective Green, g (s) 18.7 18.7
Actuated g/C Ratio 0.26 0.26
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 912 408
v/s Ratio Prot c0.15
v/s Ratio Perm 0.03
v/c Ratio 0.58 0.11
Uniform Delay, d1 23.1 20.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.9 0.1
Delay (s) 24.1 20.4
Level of Service C C
Approach Delay (s/veh) 24.5
Approach LOS C
Intersection Summary
tt
2794
HCM 7th AWSC Cumulative 5-Year plus Phase 1 PM Peak
2: Pinkham Street & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 78 52 14 79 23 54 105 7 25 125 30 Future Vol, veh/h 38 78 52 14 79 23 54 105 7 25 125 30
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 44 91 60 16 92 27 63 122 8 29 145 35
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.9 9.7 10.3 10.3

HCM LOS A A B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 14%
Vol Thru, % 63% 0% 60% 0% 77% 69%
Vol Right, % 4% 0% 40% 0% 23% 17%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 166 38 130 14 102 180
LT Vol 54 38 0 14 0 25
Through Vol 105 0 78 0 79 125
RT Vol 7 0 52 0 23 30
Lane Flow Rate 193 44 151 16 119 209
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.281 0.078 0.233 0.029 0.189 0.297
Departure Headway (Hd) 5.247 6.331 5.541 6.415 5.748 5.116 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 687 567 648 559 625 705
Service Time 3.254 4.058 3.268 4.146 3.478 3.123
HCM Lane V/C Ratio 0.281 0.078 0.233 0.029 0.19 0.296
HCM Control Delay, s/veh 10.3 9.6 10 9.3 9.8 10.3
HCM Lane LOS B A A A A B
HCM 95th-tile Q 1.2 0.3 0.9 0.1 0.7 1.2
"'i T+
2795
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 51 4 54 625 5 560 52
Future Vol, veh/h 23 51 4 54 625 5 560 52
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 26 59 5 62 718 6 644 60
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1179 352 703 703 0 718 - 0
Stage 1 685 - - - - - - -
Stage 2 494 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 182 642 510 883 - 499 - -
Stage 1 459 - - - - - - -
Stage 2 576 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 165 642 832 832 - 499 - -
Mov Cap-2 Maneuver 165 - - - - - - -
Stage 1 422 - - - - - - -
Stage 2 569 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 17.29 0.82 0.1

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 832 - 165 642 499 - -
HCM Lane V/C Ratio 0.08 - 0.16 0.091 0.012 - -
HCM Ctrl Dly (s/v) 9.7 - 30.9 11.2 12.3 - -
HCM Lane LOS A - D B B - -
HCM 95th %tile Q(veh) 0.3 - 0.6 0.3 0 - -
2796
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 0 6 39 0 43 1 22 605 47 4 99 471 39 Future Vol, veh/h 32 0 6 39 0 43 1 22 605 47 4 99 471 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 37 0 7 45 0 49 1 25 695 54 5 114 541 45
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1201 1603 293 1283 1598 375 586 586 0 0 749 749 0 0 Stage 1 801 801 - 775 775 - - - - - - - - -
Stage 2 401 802 - 507 823 - - - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 6.46 4.16 - - 6.46 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 2.53 2.23 - - 2.53 2.23 - - Pot Cap-1 Maneuver 139 104 700 121 104 620 606 978 - - 477 849 - - Stage 1 342 393 - 355 404 - - - - - - - - -
Stage 2 594 392 - 513 384 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 107 86 700 100 87 620 952 952 - - 819 819 - - Mov Cap-2 Maneuver 107 86 - 100 87 - - - - - - - - -
Stage 1 293 336 - 345 392 - - - - - - - - -
Stage 2 532 381 - 435 328 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 49.52 45.86 0.3 1.7

HCM LOS E E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 952 - - 123 178 819 - -
HCM Lane V/C Ratio 0.028 - - 0.355 0.529 0.145 - -
HCM Ctrl Dly (s/v) 8.9 - - 49.5 45.9 10.1 - -
HCM Lane LOS A - - E E B - -
HCM 95th %tile Q(veh) 0.1 - - 1.4 2.7 0.5 - -
~ tf+
2797
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
7: Sunnyside Avenue & Driveway C 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 370 - - - 987
HCM Lane V/C Ratio 0.022 - - - 0.021
HCM Ctrl Dly (s/v) 7.4 0 - - 8.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.1
2798
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
8: Driveway D & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 731 763 - - 1531 - - 1080
HCM Lane V/C Ratio 0.044 0.042 - - - - - 0.038
HCM Ctrl Dly (s/v) 10.1 7.3 0 - 0 - - 8.5
HCM Lane LOS B A A - A - - A
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.1
2799
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
9: Lovers Lane & Driveway E 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 21 651 23 0 517
Future Vol, veh/h 0 21 651 23 0 517
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 24 740 26 0 588
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 383 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 612 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 612 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 11.12 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 612 -
HCM Lane V/C Ratio - - 0.039 -
HCM Ctrl Dly (s/v) - - 11.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
tt
2800
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.8
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 77 436 390 33 15 72
Future Vol, veh/h 77 436 390 33 15 72
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 82 464 415 35 16 77
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 450 0 - 0 1043 415
Stage 1 - - - - 415 -
Stage 2 - - - - 628 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1105 - - - 253 635
Stage 1 - - - - 664 -
Stage 2 - - - - 530 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1105 - - - 234 635
Mov Cap-2 Maneuver - - - - 234 -
Stage 1 - - - - 615 -
Stage 2 - - - - 530 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.28 0 13.17

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1105 - - - 234 635
HCM Lane V/C Ratio 0.074 - - - 0.068 0.121
HCM Ctrl Dly (s/v) 8.5 - - - 21.5 11.4
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.4 lt... Jr lt... + + Jr 2801
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Phase 1 PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 142 271 51 53 278 99 60 427 42 1 100 315 Future Volume (veh/h) 142 271 51 53 278 99 60 427 42 1 100 315 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 151 288 54 56 296 105 64 454 45 106 335 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 188 414 77 191 411 143 130 1286 127 155 1020 Arrive On Green 0.11 0.14 0.14 0.11 0.16 0.16 0.07 0.40 0.40 0.09 0.39 Sat Flow, veh/h 1767 2970 549 1767 2566 892 1767 3241 320 1767 2626 Grp Volume(v), veh/h 151 169 173 56 201 200 64 246 253 106 223 Grp Sat Flow(s),veh/h/ln 1767 1763 1757 1767 1763 1695 1767 1763 1798 1767 1763 Q Serve(g_s), s 6.7 7.4 7.6 2.4 8.7 9.0 2.8 7.9 8.0 4.7 7.1 Cycle Q Clear(g_c), s 6.7 7.4 7.6 2.4 8.7 9.0 2.8 7.9 8.0 4.7 7.1 Prop In Lane 1.00 0.31 1.00 0.53 1.00 0.18 1.00
Lane Grp Cap(c), veh/h 188 245 245 191 282 271 130 699 713 155 685 V/C Ratio(X) 0.81 0.69 0.71 0.29 0.71 0.74 0.49 0.35 0.35 0.68 0.33 Avail Cap(c_a), veh/h 281 700 698 193 613 589 171 699 713 215 685 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 33.0 33.1 33.1 32.1 32.2 35.9 17.0 17.1 35.7 17.3 Incr Delay (d2), s/veh 9.8 3.4 3.7 0.8 3.4 3.9 2.9 1.4 1.4 5.2 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 3.1 3.2 1.0 3.7 3.7 1.2 3.0 3.1 2.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.0 36.5 36.8 33.9 35.5 36.1 38.7 18.4 18.4 40.9 18.5 LnGrp LOS D D D C D D D B B D B
Approach Vol, veh/h 493 457 563 550
Approach Delay, s/veh 39.2 35.5 20.7 22.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.3 38.0 14.4 16.9 11.9 37.3 12.8 18.6 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 9.8 29.3 8.8 * 32 7.8 * 31 12.8 28.0 Max Q Clear Time (g_c+I1), s 6.7 10.0 4.4 9.6 4.8 9.3 8.7 11.0 Green Ext Time (p_c), s 0.1 2.4 0.0 1.7 0.0 2.2 0.1 1.9 Intersection Summary
HCM 7th Control Delay, s/veh 29.0
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2802
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Phase 1 PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 102
Future Volume (veh/h) 102
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 109
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 326
Arrive On Green 0.39
Sat Flow, veh/h 840
Grp Volume(v), veh/h 221
Grp Sat Flow(s),veh/h/ln 1703
Q Serve(g_s), s 7.3
Cycle Q Clear(g_c), s 7.3
Prop In Lane 0.49
Lane Grp Cap(c), veh/h 662
V/C Ratio(X) 0.33
Avail Cap(c_a), veh/h 662
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 17.3
Incr Delay (d2), s/veh 1.4
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.7
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2803
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 328 24 21 366 32 15 72 29 18 46 42 Future Vol, veh/h 20 328 24 21 366 32 15 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 364 27 23 407 36 17 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 442 0 0 391 0 0 901 911 378 920 907 424 Stage 1 - - - - - - 422 422 - 471 471 -
Stage 2 - - - - - - 479 489 - 449 436 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1113 - - 1162 - - 258 273 667 250 275 628 Stage 1 - - - - - - 607 586 - 571 558 -
Stage 2 - - - - - - 566 548 - 587 578 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1113 - - 1162 - - 184 259 667 159 261 628 Mov Cap-2 Maneuver - - - - - - 184 259 - 159 261 -
Stage 1 - - - - - - 592 571 - 556 543 -
Stage 2 - - - - - - 462 533 - 468 564 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.45 0.41 27.28 24.87

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 288 95 - - 89 - - 297
HCM Lane V/C Ratio 0.448 0.02 - - 0.02 - - 0.397
HCM Ctrl Dly (s/v) 27.3 8.3 0 - 8.2 0 - 24.9
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q(veh) 2.2 0.1 - - 0.1 - - 1.8
2804
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 AM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 49 0 23 51 0 66 1 8 490 16 3 31
Future Volume (vph) 49 0 23 51 0 66 1 8 490 16 3 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 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 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1736 1553 1736 1553 1735 3471 1553 1736 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1736 1553 1736 1553 1735 3471 1553 1736 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 56 0 26 58 0 75 1 9 557 18 3 35
RTOR Reduction (vph) 0 22 0 0 65 0 0 0 0 10 0 0
Lane Group Flow (vph) 56 4 0 58 10 0 0 10 557 8 0 38
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 3.9 9.0 2.2 7.3 0.9 25.4 25.4 2.2 Effective Green, g (s) 3.9 9.0 2.2 7.3 0.9 25.4 25.4 2.2 Actuated g/C Ratio 0.07 0.16 0.04 0.13 0.02 0.44 0.44 0.04 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 117 243 66 197 27 1535 687 66
v/s Ratio Prot 0.03 0.00 c0.03 c0.01 0.01 0.16 c0.02
v/s Ratio Perm 0.01
v/c Ratio 0.48 0.02 0.88 0.05 0.37 0.36 0.01 0.58
Uniform Delay, d1 25.8 20.5 27.5 22.0 28.0 10.6 9.0 27.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 0.0 69.1 0.1 8.4 0.1 0.0 11.6 Delay (s) 28.8 20.5 96.6 22.1 36.3 10.8 9.0 38.7
Level of Service C C F C D B A D
Approach Delay (s/veh) 26.2 54.6 11.2
Approach LOS C D B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 57.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
2805
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 AM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 646 22
Future Volume (vph) 646 22
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 1.00
Flt Protected 1.00
Satd. Flow (prot) 3452
Flt Permitted 1.00
Satd. Flow (perm) 3452
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 734 25
RTOR Reduction (vph) 2 0
Lane Group Flow (vph) 757 0
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4%
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 26.7
Effective Green, g (s) 26.7
Actuated g/C Ratio 0.47
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1605
v/s Ratio Prot c0.22
v/s Ratio Perm
v/c Ratio 0.47
Uniform Delay, d1 10.5
Progression Factor 1.00
Incremental Delay, d2 0.2
Delay (s) 10.7
Level of Service B
Approach Delay (s/veh) 12.1
Approach LOS B
Intersection Summary
2806
HCM 7th TWSC Cumulative 5-Year plus Phase 1 AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 276 22 14 367 24 15 23 12 33 45 82 Future Vol, veh/h 68 276 22 14 367 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 368 29 19 489 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 521 0 0 397 0 0 1121 1123 386 1110 1121 505 Stage 1 - - - - - - 564 564 - 543 543 -
Stage 2 - - - - - - 557 559 - 568 579 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1040 - - 1156 - - 183 205 660 186 205 565 Stage 1 - - - - - - 509 507 - 522 518 -
Stage 2 - - - - - - 513 510 - 506 499 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1040 - - 1156 - - 89 178 658 133 178 565 Mov Cap-2 Maneuver - - - - - - 89 178 - 133 178 -
Stage 1 - - - - - - 451 450 - 510 506 -
Stage 2 - - - - - - 356 498 - 407 443 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.63 0.28 33.82 31.79

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 89 237 330 - - 61 - - 133 319
HCM Lane V/C Ratio 0.225 0.197 0.087 - - 0.016 - - 0.332 0.531 HCM Ctrl Dly (s/v) 57 23.9 8.8 0 - 8.2 0 - 45 28.3
HCM Lane LOS F C A A - A A - E D
HCM 95th %tile Q(veh) 0.8 0.7 0.3 - - 0 - - 1.3 2.9
lt f+
2807
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 PM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 32 0 6 39 0 43 1 22 605 47 4 99
Future Volume (vph) 32 0 6 39 0 43 1 22 605 47 4 99
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1752 1568 1752 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1752 1568 1752 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 37 0 7 45 0 49 1 25 695 54 5 114
RTOR Reduction (vph) 0 6 0 0 43 0 0 0 0 32 0 0
Lane Group Flow (vph) 37 1 0 45 6 0 0 26 695 22 0 119
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 2.2 5.3 4.2 7.3 0.9 24.7 24.7 6.6 Effective Green, g (s) 2.2 5.3 4.2 7.3 0.9 24.7 24.7 6.6 Actuated g/C Ratio 0.04 0.09 0.07 0.12 0.02 0.42 0.42 0.11 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 64 139 123 192 26 1457 652 194
v/s Ratio Prot 0.02 0.00 c0.03 c0.00 0.01 c0.20 c0.07
v/s Ratio Perm 0.01
v/c Ratio 0.58 0.00 0.37 0.03 1.00 0.48 0.03 0.61
Uniform Delay, d1 28.1 24.6 26.3 22.9 29.3 12.6 10.3 25.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.0 0.0 1.8 0.1 176.5 0.2 0.0 5.6 Delay (s) 40.2 24.7 28.2 23.0 205.8 12.9 10.3 30.8
Level of Service D C C C F B B C
Approach Delay (s/veh) 37.7 25.5 19.2
Approach LOS D C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 59.4 Sum of lost time (s) 18.6 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
2808
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Phase 1 PM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 471 39
Future Volume (vph) 471 39
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frt 0.99
Flt Protected 1.00
Satd. Flow (prot) 3464
Flt Permitted 1.00
Satd. Flow (perm) 3464
Peak-hour factor, PHF 0.87 0.87
Adj. Flow (vph) 541 45
RTOR Reduction (vph) 5 0
Lane Group Flow (vph) 581 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 30.4
Effective Green, g (s) 30.4
Actuated g/C Ratio 0.51
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1772
v/s Ratio Prot 0.17
v/s Ratio Perm
v/c Ratio 0.33
Uniform Delay, d1 8.5
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 8.6
Level of Service A
Approach Delay (s/veh) 12.4
Approach LOS B
Intersection Summary
2809
HCM 7th TWSC Cumulative 5-Year plus Phase 1 PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 328 24 21 366 32 15 72 29 18 46 42 Future Vol, veh/h 20 328 24 21 366 32 15 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 364 27 23 407 36 17 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 442 0 0 391 0 0 901 911 378 920 907 424 Stage 1 - - - - - - 422 422 - 471 471 -
Stage 2 - - - - - - 479 489 - 449 436 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1113 - - 1162 - - 258 273 667 250 275 628 Stage 1 - - - - - - 607 586 - 571 558 -
Stage 2 - - - - - - 566 548 - 587 578 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1113 - - 1162 - - 184 259 667 159 261 628 Mov Cap-2 Maneuver - - - - - - 184 259 - 159 261 -
Stage 1 - - - - - - 592 571 - 556 543 -
Stage 2 - - - - - - 462 533 - 468 564 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.45 0.41 23.19 20.71

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 184 314 95 - - 89 - - 159 361
HCM Lane V/C Ratio 0.091 0.357 0.02 - - 0.02 - - 0.126 0.271 HCM Ctrl Dly (s/v) 26.5 22.7 8.3 0 - 8.2 0 - 30.9 18.6
HCM Lane LOS D C A A - A A - D C
HCM 95th %tile Q(veh) 0.3 1.6 0.1 - - 0.1 - - 0.4 1.1
lt f+
2810
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 91 133 124 70 171 160 120 41 282 139 153 41 Average Queue (ft) 42 58 42 25 56 70 48 13 117 66 70 14 95th Queue (ft) 80 102 89 51 113 128 93 32 197 118 122 34 Link Distance (ft) 792 792 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 13
Queuing Penalty (veh) 2 2
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 113 166 139 88
Average Queue (ft) 61 94 70 30
95th Queue (ft) 104 148 126 59
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 3 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 47 59 22 106 186 90
Average Queue (ft) 22 27 1 39 58 46
95th Queue (ft) 36 50 10 76 108 77
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2811
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB SB SB
Directions Served L R UL U T TR
Maximum Queue (ft) 77 67 118 24 34 30
Average Queue (ft) 22 32 33111
95th Queue (ft) 49 56 86 8 11 10
Link Distance (ft) 2545 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 94 65 158 65 50 148 175 43 73 214 200 Average Queue (ft) 31 17 39 24 13 74 66 7 21 93 84
95th Queue (ft) 64 44 82 52 37 137 121 26 54 173 170
Link Distance (ft) 670 717 470 470 1238 1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 0 8 2
Queuing Penalty (veh) 0 1 0
Intersection: 7: Sunnyside Avenue & Driveway C
Movement SB
Directions Served LR
Maximum Queue (ft) 49
Average Queue (ft) 17
95th Queue (ft) 44
Link Distance (ft) 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2812
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 55 57
Average Queue (ft) 24 34
95th Queue (ft) 51 56
Link Distance (ft) 221 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 21
95th Queue (ft) 43
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB WB SB SB
Directions Served L T R L R
Maximum Queue (ft) 74 56 55 50 47
Average Queue (ft) 16 4 2 19 24
95th Queue (ft) 45 25 18 45 38
Link Distance (ft) 1248 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
2813
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 113 157 133 136 231 200 74 158 136 249 376 354 Average Queue (ft) 49 76 52 56 89 89 44 86 79 96 171 135 95th Queue (ft) 93 128 102 113 163 161 73 146 131 199 305 278 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 5 7 0 2 20
Queuing Penalty (veh) 8 5 0 5 22
Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 78 94 53 47 52 79
Average Queue (ft) 20 7 12 20 21 40
95th Queue (ft) 60 39 35 41 48 67
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 30 103
Average Queue (ft) 1 3
95th Queue (ft) 10 34
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 48
2814
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 118 88 123 87 69 154 116 41 215 214 239 200 Average Queue (ft) 62 51 45 29 38 78 40 13 100 90 100 25 95th Queue (ft) 106 86 85 65 75 127 85 32 177 170 178 83 Link Distance (ft) 796 796 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 219
Queuing Penalty (veh) 3 2 8
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 219 173 148 106
Average Queue (ft) 112 102 81 25
95th Queue (ft) 182 162 144 57
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 0 5 0
Queuing Penalty (veh) 1 5 0
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 60 67 25 67 88 53
Average Queue (ft) 15 31 8 23 39 36
95th Queue (ft) 38 55 25 45 65 58
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2815
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB
Directions Served L R UL U
Maximum Queue (ft) 52 74 74 24
Average Queue (ft) 20 27 16 1
95th Queue (ft) 45 54 51 8
Link Distance (ft) 2545
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 51 31 87 41 50 198 195 25 139 164 116 Average Queue (ft) 22 9 32 16 13 93 87 10 52 68 48
95th Queue (ft) 50 31 64 33 39 169 163 29 101 138 105
Link Distance (ft) 670 717 470 470 1238 1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 10 5
Queuing Penalty (veh) 2 2
Intersection: 7: Sunnyside Avenue & Driveway C
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 54 67
Average Queue (ft) 3 16
95th Queue (ft) 21 45
Link Distance (ft) 717 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2816
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 50 54
Average Queue (ft) 24 23
95th Queue (ft) 50 48
Link Distance (ft) 221 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 54
Average Queue (ft) 17
95th Queue (ft) 44
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB WB WB SB SB
Directions Served L T R L R
Maximum Queue (ft) 53 36 45 28 69
Average Queue (ft) 17 1 2 11 27
95th Queue (ft) 42 12 15 31 52
Link Distance (ft) 1248 1248 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
2817
Queuing and Blocking Report Cumulative 5-Year plus Phase 1 PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 223 141 121 75 119 140 118 142 154 221 175 178 Average Queue (ft) 106 88 57 37 81 85 52 90 85 86 88 59 95th Queue (ft) 177 135 103 73 123 131 98 141 137 157 156 120 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 0 6 0 6 1
Queuing Penalty (veh) 0 0 3 0 9 1
Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 71 74 31 55 49 72
Average Queue (ft) 9 10 10 34 9 33
95th Queue (ft) 40 43 31 54 33 51
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB
Directions Served
Maximum Queue (ft) 44
Average Queue (ft) 1
95th Queue (ft) 14
Link Distance (ft) 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 36
2818
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | L
(559) 570-8991
Appendix L: Cumulative 5-Year plus Buildout Traffic Conditions JlB!RAf.f.!f
-=-=-=-=-==-
2819
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 106 229 118 84 310 56 11 227 419 58 39 81 Future Volume (vph) 106 229 118 84 310 56 11 227 419 58 39 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1548 1752 3505 1548 1752 3505 1568 1752 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 120 260 134 95 352 64 13 258 476 66 44 92 RTOR Reduction (vph) 0 0 102 0 0 51 0 0 0 46 0 0
Lane Group Flow (vph) 120 260 32 95 352 13 0 271 476 20 0 136 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 11.3 20.2 20.2 8.2 17.1 17.1 18.6 25.3 25.3 12.2 Effective Green, g (s) 11.3 20.2 20.2 8.2 17.1 17.1 18.6 25.3 25.3 12.2 Actuated g/C Ratio 0.13 0.24 0.24 0.10 0.20 0.20 0.22 0.30 0.30 0.14 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 232 830 366 168 702 310 382 1039 465 250 v/s Ratio Prot c0.07 c0.07 0.05 c0.10 c0.15 0.14 0.08
v/s Ratio Perm 0.02 0.01 0.01
v/c Ratio 0.52 0.31 0.09 0.57 0.50 0.04 0.71 0.46 0.04 0.54 Uniform Delay, d1 34.5 26.8 25.4 36.8 30.3 27.5 30.9 24.4 21.4 34.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.2 0.1 4.3 0.6 0.1 5.9 0.3 0.0 2.4 Delay (s) 36.4 27.0 25.5 41.2 30.9 27.5 36.8 24.7 21.4 36.4 Level of Service D C C D C C D C C D
Approach Delay (s/veh) 28.8 32.4 28.5
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 85.3 Sum of lost time (s) 19.4 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2820
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout AM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 437 129
Future Volume (vph) 437 129
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 497 147
RTOR Reduction (vph) 0 105
Lane Group Flow (vph) 497 42
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 18.9 18.9
Effective Green, g (s) 18.9 18.9
Actuated g/C Ratio 0.22 0.22
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 776 347
v/s Ratio Prot c0.14
v/s Ratio Perm 0.03
v/c Ratio 0.64 0.12
Uniform Delay, d1 30.1 26.6
Progression Factor 1.00 1.00
Incremental Delay, d2 1.8 0.2
Delay (s) 31.9 26.7
Level of Service C C
Approach Delay (s/veh) 31.7
Approach LOS C
Intersection Summary
tt
2821
HCM 7th AWSC Cumulative 5-Year plus Buildout AM Peak
2: Pinkham Street & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh17.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 70 40 5 114 94 93 173 6 33 111 54 Future Vol, veh/h 72 70 40 5 114 94 93 173 6 33 111 54
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 99 96 55 7 156 129 127 237 8 45 152 74
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh12.9 17.6 21.7 15.9

HCM LOS B C C C
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 34% 100% 0% 100% 0% 17%
Vol Thru, % 64% 0% 64% 0% 55% 56%
Vol Right, % 2% 0% 36% 0% 45% 27%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 272 72 110 5 208 198
LT Vol 93 72 0 5 0 33
Through Vol 173 0 70 0 114 111
RT Vol 6 0 40 0 94 54
Lane Flow Rate 373 99 151 7 285 271
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.669 0.216 0.297 0.015 0.547 0.493
Departure Headway (Hd) 6.464 7.877 7.099 7.747 6.907 6.538 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 559 455 505 461 521 548
Service Time 4.528 5.652 4.874 5.515 4.675 4.608
HCM Lane V/C Ratio 0.667 0.218 0.299 0.015 0.547 0.495
HCM Control Delay, s/veh 21.7 12.8 12.9 10.6 17.8 15.9
HCM Lane LOS C B B B C C
HCM 95th-tile Q 5 0.8 1.2 0 3.3 2.7
"'i T+
2822
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.7
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 84 8 125 565 4 638 26
Future Vol, veh/h 29 84 8 125 565 4 638 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 33 95 9 142 642 5 725 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1372 377 755 755 0 642 - 0
Stage 1 749 - - - - - - -
Stage 2 623 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 136 618 473 845 - 559 - -
Stage 1 425 - - - - - - -
Stage 2 494 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 109 618 792 792 - 559 - -
Mov Cap-2 Maneuver 109 - - - - - - -
Stage 1 344 - - - - - - -
Stage 2 490 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 22.12 2.02 0.07

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 792 - 109 618 559 - -
HCM Lane V/C Ratio 0.191 - 0.302 0.155 0.008 - -
HCM Ctrl Dly (s/v) 10.6 - 51.8 11.9 11.5 - -
HCM Lane LOS B - F B B - -
HCM 95th %tile Q(veh) 0.7 - 1.2 0.5 0 - -
2823
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
4: Lovers Lane & Driveway A 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 24 673 7 0 731
Future Vol, veh/h 0 24 673 7 0 731
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 27 765 8 0 831
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 386 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 609 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 609 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 11.19 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 609 -
HCM Lane V/C Ratio - - 0.045 -
HCM Ctrl Dly (s/v) - - 11.2 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
tt
2824
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 11.3
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 0 23 79 0 131 1 8 493 28 7 49 653 22 Future Vol, veh/h 49 0 23 79 0 131 1 8 493 28 7 49 653 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 56 0 26 90 0 149 1 9 560 32 8 56 742 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1183 1495 385 1095 1492 296 767 768 0 0 592 592 0 0 Stage 1 883 883 - 597 597 - - - - - - - - -
Stage 2 301 613 - 498 895 - - - - - - - - -
Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 6.48 4.18 - - 6.48 4.18 - - Critical Hdwy Stg 1 6.58 5.58 - 6.58 5.58 - - - - - - - - - Critical Hdwy Stg 2 6.58 5.58 - 6.58 5.58 - - - - - - - - - Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.54 2.24 - - 2.54 2.24 - - Pot Cap-1 Maneuver 142 120 608 166 120 694 461 829 - - 597 966 - - Stage 1 303 357 - 452 485 - - - - - - - - -
Stage 2 678 477 - 517 353 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 102 109 607 145 110 694 755 755 - - 853 853 - - Mov Cap-2 Maneuver 102 109 - 145 110 - - - - - - - - -
Stage 1 280 330 - 446 478 - - - - - - - - -
Stage 2 526 470 - 458 326 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 62.55 58.62 0.17 0.73

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 755 - - 139 286 853 - -
HCM Lane V/C Ratio 0.014 - - 0.589 0.835 0.075 - -
HCM Ctrl Dly (s/v) 9.8 - - 62.6 58.6 9.6 - -
HCM Lane LOS A - - F F A - -
HCM 95th %tile Q(veh) 0 - - 3 7 0.2 - -
~ tf+
2825
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
6: Sunnyside Avenue & Driveway B 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 47 117 0 0 93
Future Vol, veh/h 30 47 117 0 0 93
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 34 53 133 0 0 106
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 133 0 - 0 255 133
Stage 1 - - - - 133 -
Stage 2 - - - - 122 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1446 - - - 732 914
Stage 1 - - - - 891 -
Stage 2 - - - - 901 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1446 - - - 714 914
Mov Cap-2 Maneuver - - - - 714 -
Stage 1 - - - - 869 -
Stage 2 - - - - 901 -
Approach EB WB SB
HCM Ctrl Dly, s/v 2.94 0 9.46

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 701 - - - 914
HCM Lane V/C Ratio 0.024 - - - 0.116
HCM Ctrl Dly (s/v) 7.6 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.4
2826
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
7: Sunnyside Avenue & Driveway C 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 383 - - - 949
HCM Lane V/C Ratio 0.008 - - - 0.031
HCM Ctrl Dly (s/v) 7.4 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
2827
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
8: Driveway D & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 877 770 - - 1589 - - 1080
HCM Lane V/C Ratio 0.051 0.013 - - - - - 0.055
HCM Ctrl Dly (s/v) 9.3 7.3 0 - 0 - - 8.5
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2
2828
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
9: Lovers Lane & Driveway E 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 32 498 8 0 756
Future Vol, veh/h 0 32 498 8 0 756
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 36 566 9 0 859
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 288 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 706 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 706 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 10.37 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 706 -
HCM Lane V/C Ratio - - 0.051 -
HCM Ctrl Dly (s/v) - - 10.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -
tt
2829
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 2.5
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 63 274 438 36 42 74
Future Vol, veh/h 63 274 438 36 42 74
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
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 68 298 476 39 46 80
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 515 0 - 0 911 476
Stage 1 - - - - 476 -
Stage 2 - - - - 435 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1045 - - - 303 587
Stage 1 - - - - 623 -
Stage 2 - - - - 651 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1045 - - - 283 587
Mov Cap-2 Maneuver - - - - 283 -
Stage 1 - - - - 582 -
Stage 2 - - - - 651 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.62 0 15.01

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1045 - - - 283 587
HCM Lane V/C Ratio 0.066 - - - 0.161 0.137
HCM Ctrl Dly (s/v) 8.7 - - - 20.1 12.1
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.6 0.5 lt... Jr lt... + + Jr 2830
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Buildout AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 65 199 82 67 310 102 63 370 68 1 117 517 Future Volume (veh/h) 65 199 82 67 310 102 63 370 68 1 117 517 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 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 Adj Flow Rate, veh/h 72 221 91 74 344 113 70 411 76 130 574 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 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 134 351 140 177 483 156 133 1204 221 164 1143 Arrive On Green 0.08 0.14 0.14 0.10 0.18 0.18 0.08 0.40 0.40 0.09 0.40 Sat Flow, veh/h 1767 2460 981 1767 2614 844 1767 2974 546 1767 2855 Grp Volume(v), veh/h 72 156 156 74 230 227 70 242 245 130 354 Grp Sat Flow(s),veh/h/ln 1767 1763 1679 1767 1763 1695 1767 1763 1757 1767 1763 Q Serve(g_s), s 3.3 6.9 7.3 3.3 10.2 10.5 3.2 7.9 8.0 6.0 12.5 Cycle Q Clear(g_c), s 3.3 6.9 7.3 3.3 10.2 10.5 3.2 7.9 8.0 6.0 12.5 Prop In Lane 1.00 0.58 1.00 0.50 1.00 0.31 1.00
Lane Grp Cap(c), veh/h 134 252 240 177 326 314 133 713 711 164 706 V/C Ratio(X) 0.54 0.62 0.65 0.42 0.71 0.72 0.53 0.34 0.34 0.79 0.50 Avail Cap(c_a), veh/h 187 636 606 177 615 591 187 713 711 272 706 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 33.5 33.7 35.1 31.8 31.9 37.0 17.1 17.1 36.9 18.7 Incr Delay (d2), s/veh 3.3 2.5 2.9 1.6 2.8 3.2 3.2 1.3 1.3 8.4 2.5 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 %ile BackOfQ(50%),veh/ln 1.4 2.9 2.9 1.4 4.2 4.2 1.4 3.0 3.0 2.8 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.3 36.0 36.6 36.7 34.6 35.1 40.2 18.4 18.4 45.4 21.2 LnGrp LOS D D D D C D D B B D C
Approach Vol, veh/h 384 531 557 834
Approach Delay, s/veh 37.1 35.1 21.1 25.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 39.7 14.0 17.6 12.3 39.3 10.5 21.1 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 12.8 29.3 7.8 * 30 8.8 * 33 8.8 29.0 Max Q Clear Time (g_c+I1), s 8.0 10.0 5.3 9.3 5.2 14.6 5.3 12.5 Green Ext Time (p_c), s 0.1 2.3 0.0 1.5 0.0 3.5 0.0 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 28.4
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2831
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Buildout AM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 117
Future Volume (veh/h) 117
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 130
Peak Hour Factor 0.90
Percent Heavy Veh, % 3
Cap, veh/h 258
Arrive On Green 0.40
Sat Flow, veh/h 645
Grp Volume(v), veh/h 350
Grp Sat Flow(s),veh/h/ln 1737
Q Serve(g_s), s 12.6
Cycle Q Clear(g_c), s 12.6
Prop In Lane 0.37
Lane Grp Cap(c), veh/h 696
V/C Ratio(X) 0.50
Avail Cap(c_a), veh/h 696
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 18.7
Incr Delay (d2), s/veh 2.6
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.3
LnGrp LOS C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2832
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 14.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 283 22 14 370 24 15 23 12 33 45 82 Future Vol, veh/h 68 283 22 14 370 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 377 29 19 493 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 525 0 0 407 0 0 1134 1136 395 1124 1135 509 Stage 1 - - - - - - 573 573 - 547 547 -
Stage 2 - - - - - - 561 563 - 577 588 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1036 - - 1147 - - 179 201 652 182 202 562 Stage 1 - - - - - - 503 502 - 520 516 -
Stage 2 - - - - - - 511 508 - 500 494 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1036 - - 1147 - - 86 174 650 129 175 562 Mov Cap-2 Maneuver - - - - - - 86 174 - 129 175 -
Stage 1 - - - - - - 446 445 - 508 504 -
Stage 2 - - - - - - 354 496 - 402 438 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.61 0.28 45.24 73.85

HCM LOS E F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 154 323 - - 61 - - 243
HCM Lane V/C Ratio 0.434 0.087 - - 0.016 - - 0.879
HCM Ctrl Dly (s/v) 45.2 8.8 0 - 8.2 0 - 73.8
HCM Lane LOS E A A - A A - F
HCM 95th %tile Q(veh) 1.9 0.3 - - 0 - - 7.3
2833
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 78 257 135 75 251 70 12 152 415 89 46 150 Future Volume (vph) 78 257 135 75 251 70 12 152 415 89 46 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 3505 1568 1752 3505 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 83 273 144 80 267 74 13 162 441 95 49 160 RTOR Reduction (vph) 0 0 117 0 0 60 0 0 0 71 0 0
Lane Group Flow (vph) 83 273 27 80 267 14 0 175 441 24 0 209 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Prot Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 4 8 2
Actuated Green, G (s) 7.3 14.0 14.0 7.2 13.9 13.9 13.7 18.5 18.5 15.1 Effective Green, g (s) 7.3 14.0 14.0 7.2 13.9 13.9 13.7 18.5 18.5 15.1 Actuated g/C Ratio 0.10 0.19 0.19 0.10 0.19 0.19 0.18 0.25 0.25 0.20 Clearance Time (s) 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.7 5.7 4.2 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 661 295 170 656 293 323 873 390 356 v/s Ratio Prot c0.05 c0.08 0.05 0.08 0.10 0.13 c0.12
v/s Ratio Perm 0.02 0.01 0.02
v/c Ratio 0.48 0.41 0.09 0.47 0.41 0.05 0.54 0.51 0.06 0.59 Uniform Delay, d1 31.7 26.5 24.9 31.7 26.5 24.7 27.4 23.9 21.2 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.4 0.1 2.1 0.4 0.1 1.9 0.5 0.1 2.5 Delay (s) 33.8 26.9 25.0 33.7 26.9 24.8 29.4 24.4 21.3 29.2 Level of Service C C C C C C C C C C
Approach Delay (s/veh) 27.5 27.9 25.2
Approach LOS C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 26.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 74.2 Sum of lost time (s) 19.4 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
I'" lJ.
2834
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout PM Peak 1: Lovers Lane & Walnut Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 541 111
Future Volume (vph) 541 111
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.7 5.7
Lane Util. Factor 0.95 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3505 1568
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3505 1568
Peak-hour factor, PHF 0.94 0.94
Adj. Flow (vph) 576 118
RTOR Reduction (vph) 0 71
Lane Group Flow (vph) 576 47
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 19.9 19.9
Effective Green, g (s) 19.9 19.9
Actuated g/C Ratio 0.27 0.27
Clearance Time (s) 5.7 5.7
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 940 420
v/s Ratio Prot c0.16
v/s Ratio Perm 0.03
v/c Ratio 0.61 0.11
Uniform Delay, d1 23.8 20.5
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 0.1
Delay (s) 25.0 20.6
Level of Service C C
Approach Delay (s/veh) 25.4
Approach LOS C
Intersection Summary
tt
2835
HCM 7th AWSC Cumulative 5-Year plus Buildout PM Peak
2: Pinkham Street & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 78 52 14 79 30 54 105 7 26 127 30 Future Vol, veh/h 38 78 52 14 79 30 54 105 7 26 127 30
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 44 91 60 16 92 35 63 122 8 30 148 35
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay, s/veh9.9 9.8 10.4 10.4

HCM LOS A A B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 14%
Vol Thru, % 63% 0% 60% 0% 72% 69%
Vol Right, % 4% 0% 40% 0% 28% 16%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 166 38 130 14 109 183
LT Vol 54 38 0 14 0 26
Through Vol 105 0 78 0 79 127
RT Vol 7 0 52 0 30 30
Lane Flow Rate 193 44 151 16 127 213
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.283 0.078 0.234 0.029 0.202 0.304
Departure Headway (Hd) 5.281 6.361 5.571 6.435 5.732 5.147 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 683 564 645 557 626 702
Service Time 3.288 4.089 3.298 4.165 3.462 3.154
HCM Lane V/C Ratio 0.283 0.078 0.234 0.029 0.203 0.303
HCM Control Delay, s/veh 10.4 9.6 10 9.4 9.9 10.4
HCM Lane LOS B A A A A B
HCM 95th-tile Q 1.2 0.3 0.9 0.1 0.8 1.3
"'i T+
2836
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
3: Lovers Lane & K Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 52 9 61 664 5 630 52
Future Vol, veh/h 23 52 9 61 664 5 630 52
Conflicting Peds, #/hr 1 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None - - None - - None
Storage Length 0 115 - 290 - 100 - -
Veh in Median Storage, # 0 - - - 0 - 0 -
Grade, % 0 - - - 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87
Heavy Vehicles, % 3 3 3 3 3 3 3 3
Mvmt Flow 26 60 10 70 763 6 724 60
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1309 392 784 784 0 763 - 0
Stage 1 766 - - - - - - -
Stage 2 544 - - - - - - -
Critical Hdwy 6.86 6.96 6.46 4.16 - 6.46 - -
Critical Hdwy Stg 1 5.86 - - - - - - -
Critical Hdwy Stg 2 5.86 - - - - - - -
Follow-up Hdwy 3.53 3.33 2.53 2.23 - 2.53 - -
Pot Cap-1 Maneuver 149 604 453 824 - 467 - -
Stage 1 417 - - - - - - -
Stage 2 543 - - - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 131 604 729 729 - 467 - -
Mov Cap-2 Maneuver 131 - - - - - - -
Stage 1 371 - - - - - - -
Stage 2 536 - - - - - - -
Approach EB NB SB
HCM Ctrl Dly, s/v 20.08 1.01 0.09

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBU SBT SBR
Capacity (veh/h) 729 - 131 604 467 - -
HCM Lane V/C Ratio 0.11 - 0.202 0.099 0.012 - -
HCM Ctrl Dly (s/v) 10.6 - 39.2 11.6 12.8 - -
HCM Lane LOS B - E B B - -
HCM 95th %tile Q(veh) 0.4 - 0.7 0.3 0 - -
2837
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
4: Lovers Lane & Driveway A 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 15 719 24 0 689
Future Vol, veh/h 0 15 719 24 0 689
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 17 817 27 0 783
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 422 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 577 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 577 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 11.43 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 577 -
HCM Lane V/C Ratio - - 0.03 -
HCM Ctrl Dly (s/v) - - 11.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
tt
2838
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
5: Lovers Lane & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 27.9
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 0 6 62 0 79 1 22 615 87 18 156 476 39 Future Vol, veh/h 32 0 6 62 0 79 1 22 615 87 18 156 476 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None
Storage Length - - - - - - - 80 - - - 300 - -
Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -
Grade, % - 0 - - 0 - - - 0 - - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 37 0 7 71 0 91 1 25 707 100 21 179 547 45
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1376 1829 296 1483 1802 403 592 592 0 0 807 807 0 0 Stage 1 970 970 - 810 810 - - - - - - - - -
Stage 2 406 860 - 674 992 - - - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 6.46 4.16 - - 6.46 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 2.53 2.23 - - 2.53 2.23 - - Pot Cap-1 Maneuver 103 75 697 86 78 594 601 973 - - 438 807 - - Stage 1 270 328 - 338 389 - - - - - - - - -
Stage 2 590 369 - 408 320 - - - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 61 53 697 ~ 60 55 594 947 947 - - 720 720 - - Mov Cap-2 Maneuver 61 53 - ~ 60 55 - - - - - - - - -
Stage 1 195 237 - 328 378 - - - - - - - - -
Stage 2 486 358 - 292 231 - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 113.67 268.54 0.28 3.01

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 947 - - 72 120 720 - -
HCM Lane V/C Ratio 0.028 - - 0.608 1.347 0.278 - -
HCM Ctrl Dly (s/v) 8.9 - - 113.7 268.5 11.9 - -
HCM Lane LOS A - - F F B - -
HCM 95th %tile Q(veh) 0.1 - - 2.7 10.8 1.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon ~ tf+
2839
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
6: Sunnyside Avenue & Driveway B 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 97 146 82 0 0 59
Future Vol, veh/h 97 146 82 0 0 59
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 110 166 93 0 0 67
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 93 0 - 0 480 93
Stage 1 - - - - 93 -
Stage 2 - - - - 386 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1495 - - - 543 961
Stage 1 - - - - 928 -
Stage 2 - - - - 685 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1495 - - - 499 961
Mov Cap-2 Maneuver - - - - 499 -
Stage 1 - - - - 853 -
Stage 2 - - - - 685 -
Approach EB WB SB
HCM Ctrl Dly, s/v 3.03 0 9.03

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 719 - - - 961
HCM Lane V/C Ratio 0.074 - - - 0.07
HCM Ctrl Dly (s/v) 7.6 0 - - 9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.2
2840
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
7: Sunnyside Avenue & Driveway C 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 370 - - - 987
HCM Lane V/C Ratio 0.022 - - - 0.021
HCM Ctrl Dly (s/v) 7.4 0 - - 8.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.1
2841
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
8: Driveway D & Sunnyside Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 731 763 - - 1531 - - 1080
HCM Lane V/C Ratio 0.044 0.042 - - - - - 0.038
HCM Ctrl Dly (s/v) 10.1 7.3 0 - 0 - - 8.5
HCM Lane LOS B A A - A - - A
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.1
2842
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
9: Lovers Lane & Driveway E 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 21 701 23 0 545
Future Vol, veh/h 0 21 701 23 0 545
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 24 797 26 0 619
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 411 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 587 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 587 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Ctrl Dly, s/v 11.4 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 587 -
HCM Lane V/C Ratio - - 0.041 -
HCM Ctrl Dly (s/v) - - 11.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
tt
2843
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
10: Caldwell Avenue & Pinkham Street 02/04/2026
Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.8
Movement
JLB Traffic Engineering, Inc.

EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 77 457 404 33 16 73
Future Vol, veh/h 77 457 404 33 16 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 165 - - 0 200 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 82 486 430 35 17 78
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 465 0 - 0 1080 430
Stage 1 - - - - 430 -
Stage 2 - - - - 650 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1091 - - - 240 623
Stage 1 - - - - 654 -
Stage 2 - - - - 518 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1091 - - - 222 623
Mov Cap-2 Maneuver - - - - 222 -
Stage 1 - - - - 605 -
Stage 2 - - - - 518 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.24 0 13.56

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1091 - - - 222 623
HCM Lane V/C Ratio 0.075 - - - 0.077 0.125
HCM Ctrl Dly (s/v) 8.6 - - - 22.5 11.6
HCM Lane LOS A - - - C B
HCM 95th %tile Q(veh) 0.2 - - - 0.2 0.4 lt... Jr lt... + + Jr 2844
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Buildout PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 163 271 52 53 278 104 60 451 42 1 103 326 Future Volume (veh/h) 163 271 52 53 278 104 60 451 42 1 103 326 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 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 Adj Flow Rate, veh/h 173 288 55 56 296 111 64 480 45 110 347 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 210 411 77 218 407 149 129 1265 118 154 975
Arrive On Green 0.12 0.14 0.14 0.12 0.16 0.16 0.07 0.39 0.39 0.09 0.38 Sat Flow, veh/h 1767 2960 558 1767 2525 927 1767 3259 304 1767 2563 Grp Volume(v), veh/h 173 170 173 56 205 202 64 259 266 110 237 Grp Sat Flow(s),veh/h/ln 1767 1763 1755 1767 1763 1689 1767 1763 1801 1767 1763 Q Serve(g_s), s 7.9 7.6 7.7 2.4 9.1 9.4 2.9 8.7 8.7 5.0 7.9 Cycle Q Clear(g_c), s 7.9 7.6 7.7 2.4 9.1 9.4 2.9 8.7 8.7 5.0 7.9 Prop In Lane 1.00 0.32 1.00 0.55 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 210 245 244 218 284 272 129 684 699 154 671 V/C Ratio(X) 0.82 0.69 0.71 0.26 0.72 0.74 0.50 0.38 0.38 0.71 0.35 Avail Cap(c_a), veh/h 275 686 683 218 600 575 168 684 699 189 671 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 33.8 33.8 32.6 32.7 32.9 36.7 18.0 18.1 36.5 18.2 Incr Delay (d2), s/veh 14.1 3.5 3.8 0.6 3.4 4.0 2.9 1.6 1.6 9.4 1.5 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 %ile BackOfQ(50%),veh/ln 4.0 3.2 3.3 1.0 3.8 3.8 1.2 3.3 3.4 2.4 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.5 37.3 37.7 33.3 36.2 36.8 39.6 19.6 19.6 45.9 19.7 LnGrp LOS D D D C D D D B B D B
Approach Vol, veh/h 516 463 589 580
Approach Delay, s/veh 41.5 36.1 21.8 24.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 37.9 15.8 17.1 12.0 37.3 14.0 19.0 Change Period (Y+Rc), s 4.2 6.0 5.7 * 5.7 6.0 * 6 4.2 5.7 Max Green Setting (Gmax), s 8.8 30.3 8.8 * 32 7.8 * 31 12.8 28.0 Max Q Clear Time (g_c+I1), s 7.0 10.7 4.4 9.7 4.9 10.1 9.9 11.4 Green Ext Time (p_c), s 0.0 2.5 0.0 1.7 0.0 2.3 0.1 1.9 Intersection Summary
HCM 7th Control Delay, s/veh 30.4
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2845
HCM 7th Signalized Intersection Summary Cumulative 5-Year plus Buildout PM Peak 11: Lovers Lane & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 116
Future Volume (veh/h) 116
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 123
Peak Hour Factor 0.94
Percent Heavy Veh, % 3
Cap, veh/h 340
Arrive On Green 0.38
Sat Flow, veh/h 894
Grp Volume(v), veh/h 233
Grp Sat Flow(s),veh/h/ln 1694
Q Serve(g_s), s 8.1
Cycle Q Clear(g_c), s 8.1
Prop In Lane 0.53
Lane Grp Cap(c), veh/h 645
V/C Ratio(X) 0.36
Avail Cap(c_a), veh/h 645
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 18.3
Incr Delay (d2), s/veh 1.6
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(50%),veh/ln 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.9
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
2846
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 331 24 21 371 32 15 72 29 18 46 42 Future Vol, veh/h 20 331 24 21 371 32 15 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 368 27 23 412 36 17 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 448 0 0 394 0 0 910 920 381 929 916 430 Stage 1 - - - - - - 426 426 - 477 477 -
Stage 2 - - - - - - 484 494 - 452 439 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1107 - - 1159 - - 254 270 664 247 271 623 Stage 1 - - - - - - 605 584 - 567 555 -
Stage 2 - - - - - - 562 545 - 585 576 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1107 - - 1159 - - 181 256 664 156 257 623 Mov Cap-2 Maneuver - - - - - - 181 256 - 156 257 -
Stage 1 - - - - - - 589 569 - 552 540 -
Stage 2 - - - - - - 458 530 - 466 562 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.44 0.4 27.77 25.31

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 284 95 - - 88 - - 293
HCM Lane V/C Ratio 0.454 0.02 - - 0.02 - - 0.402
HCM Ctrl Dly (s/v) 27.8 8.3 0 - 8.2 0 - 25.3
HCM Lane LOS D A A - A A - D
HCM 95th %tile Q(veh) 2.2 0.1 - - 0.1 - - 1.9
2847
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout AM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 49 0 23 79 0 131 1 8 493 28 7 49
Future Volume (vph) 49 0 23 79 0 131 1 8 493 28 7 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 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 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1736 1553 1736 1553 1736 3471 1553 1736 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1736 1553 1736 1553 1736 3471 1553 1736 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 56 0 26 90 0 149 1 9 560 32 8 56
RTOR Reduction (vph) 0 23 0 0 124 0 0 0 0 20 0 0
Lane Group Flow (vph) 56 3 0 90 25 0 0 10 560 12 0 64
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 3.8 7.8 6.0 10.0 1.0 22.9 22.9 3.8 Effective Green, g (s) 3.8 7.8 6.0 10.0 1.0 22.9 22.9 3.8 Actuated g/C Ratio 0.06 0.13 0.10 0.17 0.02 0.39 0.39 0.06 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 111 204 176 262 29 1344 601 111
v/s Ratio Prot 0.03 0.00 c0.05 c0.02 0.01 0.16 c0.04
v/s Ratio Perm 0.01
v/c Ratio 0.50 0.02 0.51 0.10 0.34 0.42 0.02 0.58
Uniform Delay, d1 26.7 22.3 25.2 20.7 28.7 13.2 11.2 26.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 0.0 2.5 0.2 7.0 0.2 0.0 7.1
Delay (s) 30.3 22.3 27.7 20.9 35.7 13.4 11.2 33.9
Level of Service C C C C D B B C
Approach Delay (s/veh) 27.8 23.4 13.7
Approach LOS C C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 59.1 Sum of lost time (s) 18.6 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
't --- %i tt .,,
2848
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout AM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 653 22
Future Volume (vph) 653 22
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 1.00
Flt Protected 1.00
Satd. Flow (prot) 3452
Flt Permitted 1.00
Satd. Flow (perm) 3452
Peak-hour factor, PHF 0.88 0.88
Adj. Flow (vph) 742 25
RTOR Reduction (vph) 2 0
Lane Group Flow (vph) 765 0
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4%
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 25.7
Effective Green, g (s) 25.7
Actuated g/C Ratio 0.43
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1501
v/s Ratio Prot c0.22
v/s Ratio Perm
v/c Ratio 0.51
Uniform Delay, d1 12.1
Progression Factor 1.00
Incremental Delay, d2 0.3
Delay (s) 12.4
Level of Service B
Approach Delay (s/veh) 14.1
Approach LOS B
Intersection Summary
2849
HCM 7th TWSC Cumulative 5-Year plus Buildout AM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 283 22 14 370 24 15 23 12 33 45 82 Future Vol, veh/h 68 283 22 14 370 24 15 23 12 33 45 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 91 377 29 19 493 32 20 31 16 44 60 109
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 525 0 0 407 0 0 1134 1136 395 1124 1135 509 Stage 1 - - - - - - 573 573 - 547 547 -
Stage 2 - - - - - - 561 563 - 577 588 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1036 - - 1147 - - 179 201 652 182 202 562 Stage 1 - - - - - - 503 502 - 520 516 -
Stage 2 - - - - - - 511 508 - 500 494 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1036 - - 1147 - - 86 174 650 129 175 562 Mov Cap-2 Maneuver - - - - - - 86 174 - 129 175 -
Stage 1 - - - - - - 446 445 - 508 504 -
Stage 2 - - - - - - 354 496 - 402 438 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.61 0.28 34.8 32.65

HCM LOS D D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 86 233 323 - - 61 - - 129 315
HCM Lane V/C Ratio 0.233 0.201 0.087 - - 0.016 - - 0.34 0.538 HCM Ctrl Dly (s/v) 59.2 24.3 8.8 0 - 8.2 0 - 46.6 29
HCM Lane LOS F C A A - A A - E D
HCM 95th %tile Q(veh) 0.8 0.7 0.3 - - 0 - - 1.4 3
2850
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout PM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 32 0 6 62 0 79 1 22 615 87 18 156
Future Volume (vph) 32 0 6 62 0 79 1 22 615 87 18 156
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1752 1568 1752 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1752 1568 1752 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 37 0 7 71 0 91 1 25 707 100 21 179
RTOR Reduction (vph) 0 6 0 0 77 0 0 0 0 62 0 0
Lane Group Flow (vph) 37 1 0 71 14 0 0 26 707 38 0 200
Turn Type Prot NA Prot NA Prot Prot NA Perm Prot Prot
Protected Phases 7 4 3 8 5 5 2 1 1
Permitted Phases 2
Actuated Green, G (s) 2.4 5.9 6.4 9.9 1.0 24.3 24.3 8.4 Effective Green, g (s) 2.4 5.9 6.4 9.9 1.0 24.3 24.3 8.4 Actuated g/C Ratio 0.04 0.09 0.10 0.16 0.02 0.38 0.38 0.13 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 6.0 6.0 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 66 145 176 244 27 1339 599 231
v/s Ratio Prot 0.02 0.00 c0.04 c0.01 0.01 c0.20 c0.11
v/s Ratio Perm 0.02
v/c Ratio 0.56 0.00 0.40 0.06 0.96 0.53 0.06 0.87
Uniform Delay, d1 30.1 26.2 26.8 22.9 31.3 15.2 12.4 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.4 0.0 1.5 0.1 156.3 0.4 0.0 27.0 Delay (s) 40.5 26.2 28.3 23.0 187.6 15.6 12.5 54.0
Level of Service D C C C F B B D
Approach Delay (s/veh) 38.2 25.3 20.6
Approach LOS D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 63.6 Sum of lost time (s) 18.6 Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
't --- %i tt .,,
2851
HCM Signalized Intersection Capacity Analysis Cumulative 5-Year plus Buildout PM Peak 5: Lovers Lane & Sunnyside Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 476 39
Future Volume (vph) 476 39
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 6.0
Lane Util. Factor 0.95
Frt 0.99
Flt Protected 1.00
Satd. Flow (prot) 3465
Flt Permitted 1.00
Satd. Flow (perm) 3465
Peak-hour factor, PHF 0.87 0.87
Adj. Flow (vph) 547 45
RTOR Reduction (vph) 5 0
Lane Group Flow (vph) 587 0
Turn Type NA
Protected Phases 6
Permitted Phases
Actuated Green, G (s) 31.7
Effective Green, g (s) 31.7
Actuated g/C Ratio 0.50
Clearance Time (s) 6.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1727
v/s Ratio Prot 0.17
v/s Ratio Perm
v/c Ratio 0.34
Uniform Delay, d1 9.6
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 9.8
Level of Service A
Approach Delay (s/veh) 20.9
Approach LOS C
Intersection Summary
2852
HCM 7th TWSC Cumulative 5-Year plus Buildout PM Peak
12: Road 148 & Caldwell Avenue 02/04/2026
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 331 24 21 371 32 15 72 29 18 46 42 Future Vol, veh/h 20 331 24 21 371 32 15 72 29 18 46 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 22 368 27 23 412 36 17 80 32 20 51 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 448 0 0 394 0 0 910 920 381 929 916 430 Stage 1 - - - - - - 426 426 - 477 477 -
Stage 2 - - - - - - 484 494 - 452 439 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1107 - - 1159 - - 254 270 664 247 271 623 Stage 1 - - - - - - 605 584 - 567 555 -
Stage 2 - - - - - - 562 545 - 585 576 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1107 - - 1159 - - 181 256 664 156 257 623 Mov Cap-2 Maneuver - - - - - - 181 256 - 156 257 -
Stage 1 - - - - - - 589 569 - 552 540 -
Stage 2 - - - - - - 458 530 - 466 562 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.44 0.4 23.52 20.98

HCM LOS C C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 181 311 95 - - 88 - - 156 357
HCM Lane V/C Ratio 0.092 0.361 0.02 - - 0.02 - - 0.129 0.274 HCM Ctrl Dly (s/v) 26.9 23 8.3 0 - 8.2 0 - 31.5 18.8
HCM Lane LOS D C A A - A A - D C
HCM 95th %tile Q(veh) 0.3 1.6 0.1 - - 0.1 - - 0.4 1.1
2853
Queuing and Blocking Report Cumulative 5-Year plus Buildout AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 159 126 110 80 112 119 108 64 242 157 150 56 Average Queue (ft) 64 60 51 32 56 74 52 19 131 69 83 19 95th Queue (ft) 124 102 89 64 106 113 93 45 215 124 138 45 Link Distance (ft) 793 793 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 4 4
Queuing Penalty (veh) 9 3
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 171 176 161 192
Average Queue (ft) 68 103 81 31
95th Queue (ft) 131 155 138 85
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 4
Queuing Penalty (veh) 6
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 47 62 25 81 101 92
Average Queue (ft) 22 30 3 37 52 44
95th Queue (ft) 39 51 16 67 84 71
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2854
Queuing and Blocking Report Cumulative 5-Year plus Buildout AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB SB SB SB
Directions Served L R UL U T TR
Maximum Queue (ft) 72 79 89 25 19 31
Average Queue (ft) 19 31 34 2 1 1
95th Queue (ft) 50 55 70 14 6 10
Link Distance (ft) 2545 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Lovers Lane & Driveway A
Movement WB NB NB
Directions Served R T TR
Maximum Queue (ft) 67 35 17
Average Queue (ft) 22 1 1
95th Queue (ft) 53 12 6
Link Distance (ft) 200 591 591
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 51 54 106 84 50 147 119 37 73 155 175 Average Queue (ft) 35 16 45 34 8 63 52 6 32 60 53
95th Queue (ft) 58 48 88 61 30 128 105 24 62 125 123
Link Distance (ft) 670 317 470 470 591 591
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 4 1
Queuing Penalty (veh) 0 0
2855
Queuing and Blocking Report Cumulative 5-Year plus Buildout AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Sunnyside Avenue & Driveway B
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 67
Average Queue (ft) 5 34
95th Queue (ft) 24 59
Link Distance (ft) 317 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Sunnyside Avenue & Driveway C
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 50
Average Queue (ft) 3 23
95th Queue (ft) 16 46
Link Distance (ft) 344 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 54 53
Average Queue (ft) 23 26
95th Queue (ft) 48 53
Link Distance (ft) 222 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2856
Queuing and Blocking Report Cumulative 5-Year plus Buildout AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 18
95th Queue (ft) 42
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB SB SB
Directions Served L L R
Maximum Queue (ft) 53 52 69
Average Queue (ft) 14 24 27
95th Queue (ft) 41 45 51
Link Distance (ft) 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 116 174 140 113 142 175 118 160 198 249 275 256 Average Queue (ft) 46 83 59 48 93 90 45 82 71 78 166 125 95th Queue (ft) 84 147 110 88 144 154 91 144 132 148 252 218 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 2 11 0 1 18
Queuing Penalty (veh) 3 7 0 2 21
2857
Queuing and Blocking Report Cumulative 5-Year plus Buildout AM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 90 52 52 53 56 54
Average Queue (ft) 18 4 13 21 21 34
95th Queue (ft) 56 23 40 43 44 52
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 21: Bend
Movement SB SB
Directions Served T
Maximum Queue (ft) 47 53
Average Queue (ft) 2 3
95th Queue (ft) 16 21
Link Distance (ft) 765 765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 51
2858
Queuing and Blocking Report Cumulative 5-Year plus Buildout PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Lovers Lane & Walnut Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T R L T T R UL T T R
Maximum Queue (ft) 114 126 128 85 88 89 65 42 195 172 170 87 Average Queue (ft) 50 68 50 34 49 48 23 14 101 90 97 26 95th Queue (ft) 93 107 101 67 84 81 47 34 162 156 163 55 Link Distance (ft) 788 788 2525 2525 2492 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 180 300 270 180 100
Storage Blk Time (%) 1 0 11 0
Queuing Penalty (veh) 2 0 9 0
Intersection: 1: Lovers Lane & Walnut Avenue
Movement SB SB SB SB
Directions Served UL T T R
Maximum Queue (ft) 264 268 281 200
Average Queue (ft) 127 126 105 33
95th Queue (ft) 219 203 199 89
Link Distance (ft) 2524 2524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 220 100
Storage Blk Time (%) 2 1 6
Queuing Penalty (veh) 4 1 7
Intersection: 2: Pinkham Street & K Avenue
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 45 78 25 57 97 88
Average Queue (ft) 19 26 8 25 45 38
95th Queue (ft) 37 49 26 49 77 64
Link Distance (ft) 1330 2545 930 2251
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 150
Storage Blk Time (%)
Queuing Penalty (veh)
2859
Queuing and Blocking Report Cumulative 5-Year plus Buildout PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Lovers Lane & K Avenue
Movement EB EB NB NB SB SB
Directions Served L R UL T U TR
Maximum Queue (ft) 70 53 72 30 23 22
Average Queue (ft) 21 21 26 1 2 1
95th Queue (ft) 51 44 55 10 11 7
Link Distance (ft) 2545 590 2492
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 290 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Lovers Lane & Driveway A
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 9
95th Queue (ft) 32
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Lovers Lane & Sunnyside Avenue
Movement EB EB WB WB NB NB NB NB SB SB SB
Directions Served L TR L TR UL T T R UL T TR
Maximum Queue (ft) 87 31 67 46 50 200 199 49 203 225 149 Average Queue (ft) 26 8 33 23 14 101 99 21 118 74 53
95th Queue (ft) 62 30 62 46 39 183 179 44 200 165 117
Link Distance (ft) 670 317 470 470 591 591
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 80 100 300
Storage Blk Time (%) 0 12 9
Queuing Penalty (veh) 0 3 8
2860
Queuing and Blocking Report Cumulative 5-Year plus Buildout PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Sunnyside Avenue & Driveway B
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 70 55
Average Queue (ft) 13 28
95th Queue (ft) 49 48
Link Distance (ft) 317 216
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Sunnyside Avenue & Driveway C
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 78
Average Queue (ft) 2 14
95th Queue (ft) 14 50
Link Distance (ft) 344 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Driveway D & Sunnyside Avenue
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 79 53
Average Queue (ft) 22 26
95th Queue (ft) 53 46
Link Distance (ft) 222 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2861
Queuing and Blocking Report Cumulative 5-Year plus Buildout PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Lovers Lane & Driveway E
Movement WB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 16
95th Queue (ft) 41
Link Distance (ft) 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Caldwell Avenue & Pinkham Street
Movement EB SB SB
Directions Served L L R
Maximum Queue (ft) 72 28 85
Average Queue (ft) 21 9 25
95th Queue (ft) 57 29 54
Link Distance (ft) 1815
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 165 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Lovers Lane & Caldwell Avenue
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR UL T TR
Maximum Queue (ft) 200 139 108 95 169 161 118 168 161 155 224 237 Average Queue (ft) 112 89 50 36 76 86 55 101 101 76 86 60 95th Queue (ft) 180 136 99 76 127 145 100 147 153 135 163 142 Link Distance (ft) 1215 1215 1121 1121 765 765 750 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 230 90 150 125
Storage Blk Time (%) 0 5 1 2 5
Queuing Penalty (veh) 0 3 0 4 5
2862
Queuing and Blocking Report Cumulative 5-Year plus Buildout PM Peak Improved 02/04/2026
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Road 148 & Caldwell Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 73 53 30 54 53 77
Average Queue (ft) 11 6 7 34 10 31
95th Queue (ft) 44 31 25 53 33 57
Link Distance (ft) 3994 5284 2538 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 47
2863
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | M
(559) 570-8991
Appendix M: Traffic Signal Warrants
JlB!RAf.f.!f
-=-=-=-=-==-
2864
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 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
Pinkham Street
K Avenue
(80% SHOWN IN BRACKETS)

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Existing Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
182
(280)
Minor Street
158 103
(84) (160) (112) 158 161 103
321 302

MINIMUM REQUIREMENTS
(120)
105 154 111
Both Approaches
254
161
(336) 185 277
(80% SHOWN IN BRACKETS)
150 200 140 91
91 123 134
123
154 111
Highest Approach 134
Major Street (480) 182
420 302
240
500 350
(400) 216
600 321 216 185 240 254 277
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
182
161 103
277 182
161 103
216 185 302
254
240
277
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
134
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 154 111 91 123
154 111
Yes
(60) (56) 158

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 185 302
U
(600) (720) (504) 321
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 216 240
Major Street
Highest Approach
(420)
91 123 134 158
254

APPROACH LANES
Both Approaches 321
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2865
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
277
123 158 161
(Higher Volume Approach)
321
154
Major Street
(Total of Both Approaches)
Minor Street
302 254
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 --
.---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2866
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. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
177 (161) VPH
Pinkham Street Total of Both Approaches =
378 (277) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 2 lR JE LA1 & 21 MJ LANEl
2 oJ MOREi LANESI & 1 LA~E
300
200
100 * ----+---+--+---t-------t--=,._____=:1----+===- ~ -=±===-----11----- 100· ~ -+- - ---1--= ....... -- 75•
300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!Af.f.!S.
- - -
2867
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/07/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Existing Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
623
(280)
Minor Street
95 79
(84) (160) (112) 95 104 79
885 837

MINIMUM REQUIREMENTS
(120)
105 93 63
Both Approaches
945
104
(336) 704 945
(80% SHOWN IN BRACKETS)
150 200 140 49
49 67 89
67 93 63
Highest Approach 89
Major Street (480) 623
420 837
927
500 350
(400) 762
600 885 762 704 927 945 945
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%
623
104 79
945 623
104 79
762 704 837
945
927
945
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
89 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 93 63 49 67
93 63
Yes
(60) (56) 95

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 704 837
U
(600) (720) (504) 885
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 762 927
Major Street
Highest Approach
(420)
49 67 89 95
945

APPROACH LANES
Both Approaches 885
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2868
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

3. Lovers Lane / K Avenue
945
89 95 104
(Higher Volume Approach)
885
93 Major Street
(Total of Both Approaches)
Minor Street
927 945
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-1<:=-----"::;,--.=-__,'rr-r -1--=::::i===~ ~ ~ :jl:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2869
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. Lovers Lane / K 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
K Avenue
Highest
Approach
Volume =
104 (71) VPH
Lovers Lane Total of Both Approaches =
983 (993) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
300
JlB !!&.f.E!s. - - - -
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2870
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Existing Traffic Conditions
Lovers Lane
Sunnyside Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 916
420 679
822
500 350
(400) 738
600 874 738 615 822 910 931
1 150 200 140 26
26 27 32
27 74 30
Highest Approach 32
(80% SHOWN IN BRACKETS)
910
31 (336) 615 931
916
(280)
Minor Street
30 33
(84) (160) (112) 30 31 33
874 679

MINIMUM REQUIREMENTS
(120)
105 74 30
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
822
Major Street
Highest Approach
(420)
26 27 32 30
910

APPROACH LANES
Both Approaches 525 900 630 874 615 679
U
(600) (720) (504) 874
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 738

2. INTERRUPTION OF CONTINUOUS TRAFFIC
32 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 74 30 26 27
74 30
Yes
(60) (56) 30

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
916
31 33
931 916
31 33
738 615 679
910
822
931
4:00 PM5:00 PM
1 2 or More
R
2:00 PM12:00 AM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2871
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

5. Lovers Lane / Sunnyside Avenue
916
30 31 33
(Higher Volume Approach)
874
74 Major Street
(Total of Both Approaches)
Minor Street
910 931
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 ,--=--=-t:.-::."':.:il *====-=!1:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2872
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

5. Lovers Lane / Sunnyside 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
Sunnyside
Avenue
Highest
Approach
Volume =
72 (35) VPH
Lovers Lane Total of Both Approaches =
985 (972) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 2 lR JE LA1 & 21 MJ LANEl
2 oJ MOREi LANESI & 1 LA~E
300
200
100 ----+---+--+---t-------t--=,._____=:1----+===--=±===-----11----- 100· 300
JlB !!Af.f.!S.
- - -
7ill<ir+- - ---1--= ....... -- 75•
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2873
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Existing Traffic Conditions
Pinkham Street
Caldwell Avenue
(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
3:00 PM
U R
11:00 AM12:00 PM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 625
420 669
741
500 350
(400) 659
600 644 659 629 741 698 712
1 150 200 140 45
45 59 66
59 38 38
Highest Approach 66
(80% SHOWN IN BRACKETS)
698
48 (336) 629 712
625
(280)
Minor Street
56 50
(84) (160) (112) 56 48 50
644 669

MINIMUM REQUIREMENTS
(120)
105 38 38
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
741
Major Street
Highest Approach
(420)
45 59 66 56
698

APPROACH LANES
Both Approaches 525 900 630 644 629 669
U
(600) (720) (504) 644
11:00 AM12:00 PM1:00 PM2:00 PM
U R
750 659

2. INTERRUPTION OF CONTINUOUS TRAFFIC
66 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 38 38 45 59
38 38
Yes
(60) (56) 56

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
625
48 50
712 625
48 50
659 629 669
698
741
712
5:00 PM6:00 PM
1 2 or More
R
3:00 PM4:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2874
2:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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

10. Pinkham Street / Caldwell Avenue
712
66 56 48
(Higher Volume Approach)
669
59 Major Street
(Total of Both Approaches)
Minor Street
741 698
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 ;;==t:=~===~:r=:::::-::--=il :::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2875
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

10. Pinkham Street / Caldwell 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
Pinkham
Street
Highest
Approach
Volume =
64 (55) VPH
Caldwell Avenue Total of Both Approaches =
629 (719) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 2 lR JE LA1 & 21 MJ LANEl
2 oJ MOREi LANESI & 1 LA~E
300
200
100 ----+---+--+---t-------t--=,._____=:1----+===--=±===-----11----- 100· 300
JlB !!Af.f.!S.
- - -
~ -+- - ---1--= ....... -- 75•
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2876
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Existing Traffic Conditions
Road 148
Caldwell Avenue
(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
3:00 PM
U R
7:00 AM12:00 PM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 554
420 604
758
500 350
(400) 559
600 530 559 613 758 705 693
1 150 200 140 35
35 23 80
23 73 30
Highest Approach 80
(80% SHOWN IN BRACKETS)
705
62 (336) 613 693
554
(280)
Minor Street
58 24
(84) (160) (112) 58 62 24
530 604

MINIMUM REQUIREMENTS
(120)
105 73 30
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
758
Major Street
Highest Approach
(420)
35 23 80 58
705

APPROACH LANES
Both Approaches 525 900 630 530 613 604
U
(600) (720) (504) 530
7:00 AM12:00 PM1:00 PM2:00 PM
U R
750 559

2. INTERRUPTION OF CONTINUOUS TRAFFIC
80 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 73 30 35 23
73 30
Yes
(60) (56) 58

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
554
62 24
693 554
62 24
559 613 604
705
758
693
5:00 PM6:00 PM
1 2 or More
R
3:00 PM4:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2877
1:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/24/25
MA 11/24/25
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

12. Road 148 / Caldwell Avenue
693
80 58 62
(Higher Volume Approach)
613
35 Major Street
(Total of Both Approaches)
Minor Street
758 705
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 =t==~~~====j1:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2878
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

12. Road 148 / Caldwell 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
Road 148
Highest
Approach
Volume =
129 (67) VPH
Caldwell Avenue Total of Both Approaches =
636 (690) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
2 lR JE LA1 & 21 MJ LANEl
2 oJ MOREi LANESI & 1 LA~E
----+---+--+---t-------t--=,._____=:1----+===--=±===-----11----- 100· ~ -+- - ---1--= ....... -- 75•
300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!Af.f.!S.
- - -
2879
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Opening Year No Project Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
186
(280)
Minor Street
161 104
(84) (160) (112) 161 165 104
325 305

MINIMUM REQUIREMENTS
(120)
105 157 113
Both Approaches
256
165
(336) 187 280
(80% SHOWN IN BRACKETS)
150 200 140 93
93 126 135
126
157 113
Highest Approach 135
Major Street (480) 186
420 305
244
500 350
(400) 218
600 325 218 187 244 256 280
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
186
165 104
280 186
165 104
218 187 305
256
244
280
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
135
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 157 113 93 126
157 113
Yes
(60) (56) 161

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 187 305
U
(600) (720) (504) 325
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 218 244
Major Street
Highest Approach
(420)
93 126 135 161
256

APPROACH LANES
Both Approaches 325
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2880
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
280
126 161 165
(Higher Volume Approach)
325
157
Major Street
(Total of Both Approaches)
Minor Street
305 256
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year No Project 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 --
.---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2881
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year No Project Traffic Conditions

2. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
179 (163) VPH
Pinkham Street Total of Both Approaches =
400 (301) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
* ----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2882
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/07/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Opening Year No Project Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
640
(280)
Minor Street
96 80
(84) (160) (112) 96 105 80
910 860

MINIMUM REQUIREMENTS
(120)
105 94 63
Both Approaches
971
105
(336) 724 972
(80% SHOWN IN BRACKETS)
150 200 140 49
49 67 90
67 94 63
Highest Approach 90
Major Street (480) 640
420 860
953
500 350
(400) 783
600 910 783 724 953 971 972
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%
640
105 80
972 640
105 80
783 724 860
971
953
972
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
90 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 94 63 49 67
94 63
Yes
(60) (56) 96

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 724 860
U
(600) (720) (504) 910
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 783 953
Major Street
Highest Approach
(420)
49 67 90 96
971

APPROACH LANES
Both Approaches 910
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2883
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

3. Lovers Lane / K Avenue
972
90 96 105
(Higher Volume Approach)
910
94 Major Street
(Total of Both Approaches)
Minor Street
953 971
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year No Project 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2884
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year No Project Traffic Conditions

3. Lovers Lane / K 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
K Avenue
Highest
Approach
Volume =
104 (71) VPH
Lovers Lane Total of Both Approaches =
1039 (1047) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------F..1~---=E=-----11----- 100* ~ ---t11.,-+---===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2885
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year No Project Traffic Conditions
Lovers Lane
Sunnyside Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 943
420 699
846
500 350
(400) 760
600 901 760 634 846 937 959
1 150 200 140 26
26 27 32
27 75 30
Highest Approach 32
(80% SHOWN IN BRACKETS)
937
31 (336) 634 959
943
(280)
Minor Street
30 34
(84) (160) (112) 30 31 34
901 699

MINIMUM REQUIREMENTS
(120)
105 75 30
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
846
Major Street
Highest Approach
(420)
26 27 32 30
937

APPROACH LANES
Both Approaches 525 900 630 901 634 699
U
(600) (720) (504) 901
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 760

2. INTERRUPTION OF CONTINUOUS TRAFFIC
32 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 75 30 26 27
75 30
Yes
(60) (56) 30

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
943
31 34
959 943
31 34
760 634 699
937
846
959
4:00 PM5:00 PM
1 2 or More
R
2:00 PM12:00 AM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2886
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

5. Lovers Lane / Sunnyside Avenue
943
30 31 34
(Higher Volume Approach)
901
75 Major Street
(Total of Both Approaches)
Minor Street
937 959
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year No Project 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 ~---=---:.++_~"':_~~~'1'..,_ r·===~1:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2887
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year No Project Traffic Conditions

5. Lovers Lane / Sunnyside 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
Sunnyside
Avenue
Highest
Approach
Volume =
72 (36) VPH
Lovers Lane Total of Both Approaches =
1042 (1028) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+~~---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2888
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year No Project Traffic Conditions
Pinkham Street
Caldwell Avenue
(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
11:00 AM12:00 PM1:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 761
420 673
716
500 350
(400) 705
600 688 705 673 716 793 746
1 150 200 140 45
45 45 59
45 38 38
Highest Approach 59
(80% SHOWN IN BRACKETS)
793
56 (336) 673 746
761
(280)
Minor Street
66 48
(84) (160) (112) 66 56 48
688 673

MINIMUM REQUIREMENTS
(120)
105 38 38
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
716
Major Street
Highest Approach
(420)
45 45 59 66
793

APPROACH LANES
Both Approaches 525 900 630 688 673 673
U
(600) (720) (504) 688
11:00 AM12:00 PM1:00 PM1:00 PM
U R
750 705

2. INTERRUPTION OF CONTINUOUS TRAFFIC
59 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 38 38 45 45
38 38
Yes
(60) (56) 66

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
761
56 48
746 761
56 48
705 673 673
793
716
746
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2889
2:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Opening Year No Project Traffic Conditions

10. Pinkham Street / Caldwell Avenue
761
66 56 48
(Higher Volume Approach)
716
59 Major Street
(Total of Both Approaches)
Minor Street
793 746
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 IAl ~.,t- -_-==_~~,~~-- -1~ :::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2890
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year No Project Traffic Conditions

10. Pinkham Street / Caldwell 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
Pinkham
Street
Highest
Approach
Volume =
74 (66) VPH
Caldwell Avenue Total of Both Approaches =
679 (782) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+------.ch-t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2891
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year No Project Traffic Conditions
Road 148
Caldwell Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 732
420 648
638
500 350
(400) 533
600 560 533 590 638 801 745
1 150 200 140 38
38 45 30
45 96 83
Highest Approach 30
(80% SHOWN IN BRACKETS)
801
76 (336) 590 745
732
(280)
Minor Street
105 81
(84) (160) (112) 105 76 81
560 648

MINIMUM REQUIREMENTS
(120)
105 96 83
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
638
Major Street
Highest Approach
(420)
38 45 30 105
801

APPROACH LANES
Both Approaches 525 900 630 560 590 648
U
(600) (720) (504) 560
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 533

2. INTERRUPTION OF CONTINUOUS TRAFFIC
30 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 96 83 38 45
96 83
Yes
(60) (56) 105

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
732
76 81
745 732
76 81
533 590 648
801
638
745
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2892
1:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/24/25
MA 11/24/25
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)
Opening Year No Project Traffic Conditions

12. Road 148 / Caldwell Avenue
732
105 76 81
(Higher Volume Approach)
648
45 Major Street
(Total of Both Approaches)
Minor Street
801 745
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
:::;.....=::="'-;------; 80* I 60*
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2893
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year No Project Traffic Conditions

12. Road 148 / Caldwell 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
Road 148
Highest
Approach
Volume =
140 (82) VPH
Caldwell Avenue Total of Both Approaches =
682 (724) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t--t------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2894
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Opening Year plus Phase 1 Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
200
(280)
Minor Street
169 111
(84) (160) (112) 169 152 111
332 312

MINIMUM REQUIREMENTS
(120)
105 157 117
Both Approaches
270
152
(336) 193 289
(80% SHOWN IN BRACKETS)
150 200 140 93
93 126 143
126
157 117
Highest Approach 143
Major Street (480) 200
420 312
260
500 350
(400) 225
600 332 225 193 260 270 289
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
200
152 111
289 200
152 111
225 193 312
270
260
289
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
143
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 157 117 93 126
157 117
Yes
(60) (56) 169

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 193 312
U
(600) (720) (504) 332
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 225 260
Major Street
Highest Approach
(420)
93 126 143 169
270

APPROACH LANES
Both Approaches 332
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2895
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
289
126 169 152
(Higher Volume Approach)
332
157
Major Street
(Total of Both Approaches)
Minor Street
312 270
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year plus Phase 1 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ---
.---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2896
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year plus Phase 1 Traffic Conditions

2. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
179 (163) VPH
Pinkham Street Total of Both Approaches =
415 (304) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
* ----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2897
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/07/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Opening Year plus Phase 1 Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
750
(280)
Minor Street
98 82
(84) (160) (112) 98 107 82
1019 967

MINIMUM REQUIREMENTS
(120)
105 95 64
Both Approaches
1112
107
(336) 815 1100
(80% SHOWN IN BRACKETS)
150 200 140 50
50 68 92
68 95 64
Highest Approach 92
Major Street (480) 750
420 967
1074
500 350
(400) 883
600 1019 883 815 1074 1112 1100
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%
750
107 82
1100 750
107 82
883 815 967
1112
1074
1100
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
92 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 95 64 50 68
95 64
Yes
(60) (56) 98

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 815 967
U
(600) (720) (504) 1019
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 883 1074
Major Street
Highest Approach
(420)
50 68 92 98
1112

APPROACH LANES
Both Approaches 1019
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2898
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

3. Lovers Lane / K Avenue
1100
92 98 107
(Higher Volume Approach)
1019
95 Major Street
(Total of Both Approaches)
Minor Street
1074 1112
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year plus Phase 1 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2899
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year plus Phase 1 Traffic Conditions

3. Lovers Lane / K 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
K Avenue
Highest
Approach
Volume =
107 (72) VPH
Lovers Lane Total of Both Approaches =
1165 (1209) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------t====-----=E~~I-:---- 100* ~ ---t-- +---====...,. __ 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2900
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year plus Phase 1 Traffic Conditions
Lovers Lane
Sunnyside Avenue
(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
3:00 PM
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) 709
420 937
1041
500 350
(400) 845
600 994 845 777 1041 1079 1052
1 150 200 140 63
63 74 84
74 75 69
Highest Approach 84
(80% SHOWN IN BRACKETS)
1079
88 (336) 777 1052
709
(280)
Minor Street
97 77
(84) (160) (112) 97 88 77
994 937

MINIMUM REQUIREMENTS
(120)
105 75 69
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
1041
Major Street
Highest Approach
(420)
63 74 84 97
1079

APPROACH LANES
Both Approaches 525 900 630 994 777 937
U
(600) (720) (504) 994
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 845

2. INTERRUPTION OF CONTINUOUS TRAFFIC
84 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 75 69 63 74
75 69
Yes
(60) (56) 97

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
709
88 77
1052 709
88 77
845 777 937
1079
1041
1052
5:00 PM6:00 PM
1 2 or More
R
3:00 PM12:00 AM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
P r
r P
r P
I /
P r
P r
I V
r P
--~I I r ~ I
2901
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

5. Lovers Lane / Sunnyside Avenue
1052
84 97 88
(Higher Volume Approach)
994
75 Major Street
(Total of Both Approaches)
Minor Street
1041 1079
Warrant 2: Four-Hour Vehicular Volume (Rural)
Opening Year plus Phase 1 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
100 --+---+--+----=:,,..,..,_±-----=-1=::--....:::;,--=---t-----1 80-· I 60
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
2902
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year plus Phase 1 Traffic Conditions

5. Lovers Lane / Sunnyside 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
Sunnyside
Avenue
Highest
Approach
Volume =
117 (82) VPH
Lovers Lane Total of Both Approaches =
1121 (1195) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
300
JlB !!&.f.E!s. - - - -
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2903
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year plus Phase 1 Traffic Conditions
Pinkham Street
Caldwell Avenue
(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
11:00 AM11:00 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 796
420 698
745
500 350
(400) 711
600 711 711 729 745 826 785
1 150 200 140 42
42 49 64
49 42 42
Highest Approach 64
(80% SHOWN IN BRACKETS)
826
63 (336) 729 785
796
(280)
Minor Street
72 54
(84) (160) (112) 72 63 54
711 698

MINIMUM REQUIREMENTS
(120)
105 42 42
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
745
Major Street
Highest Approach
(420)
42 49 64 72
826

APPROACH LANES
Both Approaches 525 900 630 711 729 698
U
(600) (720) (504) 711
11:00 AM11:00 AM12:00 PM1:00 PM
U R
750 711

2. INTERRUPTION OF CONTINUOUS TRAFFIC
64 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 42 42 42 49
42 42
Yes
(60) (56) 72

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
796
63 54
785 796
63 54
711 729 698
826
745
785
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r;; r
I V
r r;;
--~I I r ~ I
2904
2:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Opening Year plus Phase 1 Traffic Conditions

10. Pinkham Street / Caldwell Avenue
796
72 63 54
(Higher Volume Approach)
745
64 Major Street
(Total of Both Approaches)
Minor Street
826 785
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 ==~~t::===j1 ::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2905
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year plus Phase 1 Traffic Conditions

10. Pinkham Street / Caldwell 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
Pinkham
Street
Highest
Approach
Volume =
86 (68) VPH
Caldwell Avenue Total of Both Approaches =
710 (830) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+--------'l~-----t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2906
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Opening Year plus Phase 1 Traffic Conditions
Road 148
Caldwell Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 737
420 651
642
500 350
(400) 537
600 564 537 593 642 806 750
1 150 200 140 38
38 45 30
45 96 83
Highest Approach 30
(80% SHOWN IN BRACKETS)
806
76 (336) 593 750
737
(280)
Minor Street
105 81
(84) (160) (112) 105 76 81
564 651

MINIMUM REQUIREMENTS
(120)
105 96 83
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
642
Major Street
Highest Approach
(420)
38 45 30 105
806

APPROACH LANES
Both Approaches 525 900 630 564 593 651
U
(600) (720) (504) 564
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 537

2. INTERRUPTION OF CONTINUOUS TRAFFIC
30 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 96 83 38 45
96 83
Yes
(60) (56) 105

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
737
76 81
750 737
76 81
537 593 651
806
642
750
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2907
1:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/24/25
MA 11/24/25
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)
Opening Year plus Phase 1 Traffic Conditions

12. Road 148 / Caldwell Avenue
737
105 76 81
(Higher Volume Approach)
651
45 Major Street
(Total of Both Approaches)
Minor Street
806 750
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-1<:::::::-----"
::::;;....=::="'-;------; 80* I 60*
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2908
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Opening Year plus Phase 1 Traffic Conditions

12. Road 148 / Caldwell 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
Road 148
Highest
Approach
Volume =
140 (82) VPH
Caldwell Avenue Total of Both Approaches =
695 (736) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
300
200
100 ----+---+--+---Ht------t-=- -=:±-------t====-----=E=-----11----- 100* 300
JlB !!&.f.E!s. - - - -
~ ---+-- ---l-----===1---- 75•
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2909
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year No Project Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
190
(280)
Minor Street
167 105
(84) (160) (112) 167 171 105
330 310

MINIMUM REQUIREMENTS
(120)
105 163 118
Both Approaches
260
171
(336) 190 284
(80% SHOWN IN BRACKETS)
150 200 140 96
96 130 137
130
163 118
Highest Approach 137
Major Street (480) 190
420 310
251
500 350
(400) 222
600 330 222 190 251 260 284
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
190
171 105
284 190
171 105
222 190 310
260
251
284
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
137
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 163 118 96 130
163 118
Yes
(60) (56) 167

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 190 310
U
(600) (720) (504) 330
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 222 251
Major Street
Highest Approach
(420)
96 130 137 167
260

APPROACH LANES
Both Approaches 330
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2910
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
284
130 167 171
(Higher Volume Approach)
330
163
Major Street
(Total of Both Approaches)
Minor Street
310 260
Warrant 2: Four-Hour Vehicular Volume (Rural)
Cumulative 5-Year No Project 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ------,==----+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 .---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2911
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year No Project Traffic Conditions

2. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
182 (168) VPH
Pinkham Street Total of Both Approaches =
437 (343) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
* ----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2912
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/07/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year No Project Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
669
(280)
Minor Street
97 80
(84) (160) (112) 97 106 80
952 900

MINIMUM REQUIREMENTS
(120)
105 95 64
Both Approaches
1015
106
(336) 757 1016
(80% SHOWN IN BRACKETS)
150 200 140 50
50 68 91
68 95 64
Highest Approach 91
Major Street (480) 669
420 900
996
500 350
(400) 819
600 952 819 757 996 1015 1016
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%
669
106 80
1016 669
106 80
819 757 900
1015
996
1016
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
91 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 95 64 50 68
95 64
Yes
(60) (56) 97

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 757 900
U
(600) (720) (504) 952
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 819 996
Major Street
Highest Approach
(420)
50 68 91 97
1015

APPROACH LANES
Both Approaches 952
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2913
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

3. Lovers Lane / K Avenue
1016
91 97 106
(Higher Volume Approach)
952
95 Major Street
(Total of Both Approaches)
Minor Street
996 1015
Warrant 2: Four-Hour Vehicular Volume (Rural)
Cumulative 5-Year No Project 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
JLB!!Af.US. - - - - ----
•
•
2914
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year No Project Traffic Conditions

3. Lovers Lane / K 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
K Avenue
Highest
Approach
Volume =
106 (73) VPH
Lovers Lane Total of Both Approaches =
1133 (1138) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------t====-----=£).~----11----- 100* ~ ---t-- + ,A,;:::::::=1--- 75•
300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2915
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year No Project Traffic Conditions
Lovers Lane
Sunnyside Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 989
420 733
888
500 350
(400) 797
600 945 797 664 888 982 1005
1 150 200 140 27
27 28 33
28 77 31
Highest Approach 33
(80% SHOWN IN BRACKETS)
982
32 (336) 664 1005
989
(280)
Minor Street
31 34
(84) (160) (112) 31 32 34
945 733

MINIMUM REQUIREMENTS
(120)
105 77 31
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
888
Major Street
Highest Approach
(420)
27 28 33 31
982

APPROACH LANES
Both Approaches 525 900 630 945 664 733
U
(600) (720) (504) 945
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 797

2. INTERRUPTION OF CONTINUOUS TRAFFIC
33 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 77 31 27 28
77 31
Yes
(60) (56) 31

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
989
32 34
1005 989
32 34
797 664 733
982
888
1005
4:00 PM5:00 PM
1 2 or More
R
2:00 PM12:00 AM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2916
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Cumulative 5-Year No Project Traffic Conditions

5. Lovers Lane / Sunnyside Avenue
989
31 32 34
(Higher Volume Approach)
945
77 Major Street
(Total of Both Approaches)
Minor Street
982 1005
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 -1-----=:j:::::::::'=~:::llli;:=j 80* It} 60* .
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r P' r
r
JLB!!Af.US. - - - - ----
•
2917
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year No Project Traffic Conditions

5. Lovers Lane / Sunnyside 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
Sunnyside
Avenue
Highest
Approach
Volume =
72 (38) VPH
Lovers Lane Total of Both Approaches =
1138 (1121) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------t====-----=E':"-----II----- 100* ~ ---t-- ----l-,)"'(;::::::::=!--- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2918
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year No Project Traffic Conditions
Pinkham Street
Caldwell Avenue
(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
3:00 PM
U R
11:00 AM12:00 PM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 741
420 793
879
500 350
(400) 781
600 764 781 745 879 828 844
1 150 200 140 46
46 60 67
60 39 39
Highest Approach 67
(80% SHOWN IN BRACKETS)
828
49 (336) 745 844
741
(280)
Minor Street
57 51
(84) (160) (112) 57 49 51
764 793

MINIMUM REQUIREMENTS
(120)
105 39 39
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
879
Major Street
Highest Approach
(420)
46 60 67 57
828

APPROACH LANES
Both Approaches 525 900 630 764 745 793
U
(600) (720) (504) 764
11:00 AM12:00 PM1:00 PM2:00 PM
U R
750 781

2. INTERRUPTION OF CONTINUOUS TRAFFIC
67 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 39 39 46 60
39 39
Yes
(60) (56) 57

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
741
49 51
844 741
49 51
781 745 793
828
879
844
5:00 PM6:00 PM
1 2 or More
R
3:00 PM4:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r r;;
I V
r r;;
--~I I r ~ I
2919
2:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Cumulative 5-Year No Project Traffic Conditions

10. Pinkham Street / Caldwell Avenue
844
67 57 49
(Higher Volume Approach)
793
60 Major Street
(Total of Both Approaches)
Minor Street
879 828
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 +-----: 80* I 60*
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2920
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year No Project Traffic Conditions

10. Pinkham Street / Caldwell 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
Pinkham
Street
Highest
Approach
Volume =
90 (85) VPH
Caldwell Avenue Total of Both Approaches =
761 (888) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
300
JlB !!&.f.E!s. - - - -
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2921
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year No Project Traffic Conditions
Road 148
Caldwell Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 797
420 705
695
500 350
(400) 581
600 610 581 643 695 872 811
1 150 200 140 52
52 61 42
61 133 115
Highest Approach 42
(80% SHOWN IN BRACKETS)
872
106
(336) 643 811
797
(280)
Minor Street
146 113
(84) (160) (112) 146 106 113
610 705

MINIMUM REQUIREMENTS
(120)
105 133 115
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
695
Major Street
Highest Approach
(420)
52 61 42 146
872

APPROACH LANES
Both Approaches 525 900 630 610 643 705
U
(600) (720) (504) 610
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 581

2. INTERRUPTION OF CONTINUOUS TRAFFIC
42 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 133 115 52 61
133 115
Yes
(60) (56) 146

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
797
106 113
811 797
106 113
581 643 705
872
695
811
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2922
1:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/24/25
MA 11/24/25
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)
Cumulative 5-Year No Project Traffic Conditions

12. Road 148 / Caldwell Avenue
797
146 106 113
(Higher Volume Approach)
705
61 Major Street
(Total of Both Approaches)
Minor Street
872 811
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-l<:=------"'11 l<:::-+-------l ~ --=--=-t=-"':.~~l====j
I
:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2923
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year No Project Traffic Conditions

12. Road 148 / Caldwell 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
Road 148
Highest
Approach
Volume =
160 (115) VPH
Caldwell Avenue Total of Both Approaches =
758 (779) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+--+--+---l--~ 11".'.1= - -=:±---=i=:===-----=£==-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2924
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Phase 1 Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
204
(280)
Minor Street
171 112
(84) (160) (112) 171 154 112
337 317

MINIMUM REQUIREMENTS
(120)
105 163 120
Both Approaches
277
154
(336) 196 296
(80% SHOWN IN BRACKETS)
150 200 140 96
96 130 145
130
163 120
Highest Approach 145
Major Street (480) 204
420 317
267
500 350
(400) 231
600 337 231 196 267 277 296
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
204
154 112
296 204
154 112
231 196 317
277
267
296
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
145
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 163 120 96 130
163 120
Yes
(60) (56) 171

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 196 317
U
(600) (720) (504) 337
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 231 267
Major Street
Highest Approach
(420)
96 130 145 171
277

APPROACH LANES
Both Approaches 337
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2925
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
296
130 171 154
(Higher Volume Approach)
337
163
Major Street
(Total of Both Approaches)
Minor Street
317 277
Warrant 2: Four-Hour Vehicular Volume (Rural)
Cumulative 5-Year plus Phase 1 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 -----f=----+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 .---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2926
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Phase 1 Traffic Conditions

2. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
182 (168) VPH
Pinkham Street Total of Both Approaches =
452 (346) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
* ----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2927
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/07/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Phase 1 Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
779
(280)
Minor Street
99 82
(84) (160) (112) 99 108 82
1061 1007

MINIMUM REQUIREMENTS
(120)
105 96 65
Both Approaches
1156
108
(336) 848 1144
(80% SHOWN IN BRACKETS)
150 200 140 51
51 69 93
69 96 65
Highest Approach 93
Major Street (480) 779
420 1007
1117
500 350
(400) 919
600 1061 919 848 1117 1156 1144
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%
779
108 82
1144 779
108 82
919 848 1007
1156
1117
1144
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
93 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 96 65 51 69
96 65
Yes
(60) (56) 99

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 848 1007
U
(600) (720) (504) 1061
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 919 1117
Major Street
Highest Approach
(420)
51 69 93 99
1156

APPROACH LANES
Both Approaches 1061
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2928
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

3. Lovers Lane / K Avenue
1144
93 99 108
(Higher Volume Approach)
1061
96 Major Street
(Total of Both Approaches)
Minor Street
1117 1156
Warrant 2: Four-Hour Vehicular Volume (Rural)
Cumulative 5-Year plus Phase 1 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
mo ----+---+---t-----=-d------=::,...7:=:_-=_=_....::: -:_++--=-:_-~;==_,lr:=_--=-=-=~_, aiA..

I 60·
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r rv r
r
•
JLB!!Af.US. - - - - ----
2929
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Phase 1 Traffic Conditions

3. Lovers Lane / K 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
K Avenue
Highest
Approach
Volume =
109 (74) VPH
Lovers Lane Total of Both Approaches =
1259 (1300) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
300
JlB !!&.f.E!s. - - - -
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2930
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Phase 1 Traffic Conditions
Lovers Lane
Sunnyside Avenue
(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
3:00 PM
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) 738
420 979
1086
500 350
(400) 882
600 1038 882 811 1086 1125 1098
1 150 200 140 63
63 74 84
74 77 69
Highest Approach 84
(80% SHOWN IN BRACKETS)
1125
88 (336) 811 1098
738
(280)
Minor Street
97 77
(84) (160) (112) 97 88 77
1038 979

MINIMUM REQUIREMENTS
(120)
105 77 69
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
1086
Major Street
Highest Approach
(420)
63 74 84 97
1125

APPROACH LANES
Both Approaches 525 900 630 1038 811 979
U
(600) (720) (504) 1038
7:00 AM8:00 AM1:00 PM2:00 PM
U R
750 882

2. INTERRUPTION OF CONTINUOUS TRAFFIC
84 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 77 69 63 74
77 69
Yes
(60) (56) 97

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
738
88 77
1098 738
88 77
882 811 979
1125
1086
1098
5:00 PM6:00 PM
1 2 or More
R
3:00 PM12:00 AM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
P r
r P
r P
I /
P r
P r
I V
r P
--~I I r ~ I
2931
7:00 AM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Cumulative 5-Year plus Phase 1 Traffic Conditions

5. Lovers Lane / Sunnyside Avenue
1098
84 97 88
(Higher Volume Approach)
1038
77 Major Street
(Total of Both Approaches)
Minor Street
1086 1125
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR J ORE JNES & l LANE
1 JNE & 1
1 LANE
100 --+--+----+-----=-..-:±--------=--+,=--....::::;,-...,:::----t----l _. 200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r P' r
r
JLB!!Af.US. - - - - ----
•
2932
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Phase 1 Traffic Conditions

5. Lovers Lane / Sunnyside 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
Sunnyside
Avenue
Highest
Approach
Volume =
117 (82) VPH
Lovers Lane Total of Both Approaches =
1217 (1288) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-------t-=- -=:±-------t====-----=E=-------'lM'-------.-- 100* ~ ---+-- ---l-----===j..:...____:W' 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2933
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Phase 1 Traffic Conditions
Pinkham Street
Caldwell Avenue
(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
3:00 PM
U R
11:00 AM12:00 PM1:00 PM4:00 PM5:00 PM
2 or More 2:00 PM
6:00 PM
Major Street (480) 771
420 822
912
500 350
(400) 805
600 787 805 770 912 867 879
1 150 200 140 50
50 65 73
65 43 43
Highest Approach 73
(80% SHOWN IN BRACKETS)
867
55 (336) 770 879
771
(280)
Minor Street
64 56
(84) (160) (112) 64 55 56
787 822

MINIMUM REQUIREMENTS
(120)
105 43 43
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
912
Major Street
Highest Approach
(420)
50 65 73 64
867

APPROACH LANES
Both Approaches 525 900 630 787 770 822
U
(600) (720) (504) 787
11:00 AM12:00 PM1:00 PM2:00 PM
U R
750 805

2. INTERRUPTION OF CONTINUOUS TRAFFIC
73 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 43 43 50 65
43 43
Yes
(60) (56) 64

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
771
55 56
879 771
55 56
805 770 822
867
912
879
5:00 PM6:00 PM
1 2 or More
R
3:00 PM4:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r r;;
r r;;
r r;;
I /
r r;;
r;; r
I V
r r;;
--~I I r ~ I
2934
2:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/07/25
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)
Cumulative 5-Year plus Phase 1 Traffic Conditions

10. Pinkham Street / Caldwell Avenue
879
73 64 55
(Higher Volume Approach)
822
65 Major Street
(Total of Both Approaches)
Minor Street
912 867
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2935
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Phase 1 Traffic Conditions

10. Pinkham Street / Caldwell Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Pinkham
Street
Highest
Approach
Volume =
102 (87) VPH
Caldwell Avenue Total of Both Approaches =
792 (936) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
300
JlB !!&.f.E!s. - - - -
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane. 2936
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Phase 1 Traffic Conditions
Road 148
Caldwell Avenue
(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 AM12:00 PM3:00 PM4:00 PM
2 or More 1:00 PM
5:00 PM
Major Street (480) 802
420 708
699
500 350
(400) 585
600 614 585 646 699 877 816
1 150 200 140 52
52 61 42
61 133 115
Highest Approach 42
(80% SHOWN IN BRACKETS)
877
106
(336) 646 816
802
(280)
Minor Street
146 113
(84) (160) (112) 146 106 113
614 708

MINIMUM REQUIREMENTS
(120)
105 133 115
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
699
Major Street
Highest Approach
(420)
52 61 42 146
877

APPROACH LANES
Both Approaches 525 900 630 614 646 708
U
(600) (720) (504) 614
7:00 AM8:00 AM12:00 PM1:00 PM
U R
750 585

2. INTERRUPTION OF CONTINUOUS TRAFFIC
42 75 53 100 70

REQUIREMENT
Minor Street (42) (80) 133 115 52 61
133 115
Yes
(60) (56) 146

WARRANT FULFILLED
No
TWO WARRANTS SATISFIED 1. MINIMUM VEHICULAR VOLUME
80%
802
106 113
816 802
106 113
585 646 708
877
699
816
4:00 PM5:00 PM
1 2 or More
R
2:00 PM3:00 PM
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
P r
I V
r P
--~I I r ~ I
2937
1:00 PM 3:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/24/25
MA 11/24/25
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)
Cumulative 5-Year plus Phase 1 Traffic Conditions

12. Road 148 / Caldwell Avenue
802
146 106 113
(Higher Volume Approach)
708
61 Major Street
(Total of Both Approaches)
Minor Street
877 816
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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+---+---t-----=-d------=::'"-1<:=-----"" 9:::::--+-----l --.---=--=-t=-"':.~~l====j
I
:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r,; r r
r
JLB!!Af.US. - - - - ----
•
2938
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Phase 1 Traffic Conditions

12. Road 148 / Caldwell 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
Road 148
Highest
Approach
Volume =
160 (116) VPH
Caldwell Avenue Total of Both Approaches =
771 (791) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
----+---+--+---t-----:w=--=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75•
300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2939
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

MINIMUM REQUIREMENTS
DCC
DC
11/05/25
11/05/25
09/09/25
Fresno
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet
006

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Buildout Traffic Conditions
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
228
(280)
Minor Street
182 124
(84) (160) (112) 182 167 124
346 325

MINIMUM REQUIREMENTS
(120)
105 163 120
Both Approaches
300
167
(336) 203 323
(80% SHOWN IN BRACKETS)
150 200 140 99
99 130 154
130
163 120
Highest Approach 154
Major Street (480) 228
420 325
285
500 350
(400) 248
600 346 248 203 285 300 323
1 U R
7:00 AM8:00 AM12:00 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 PM12:00 AM

TWO WARRANTS SATISFIED
80%
228
167 124
323 228
167 124
248 203 325
300
285
323
5:00 PM6:00 PM
1 2 or More
R

2. INTERRUPTION OF CONTINUOUS TRAFFIC
154
75 53 100 70

REQUIREMENT
Minor Street (42) (80) 163 120 99 130
163 120
Yes
(60) (56) 182

WARRANT FULFILLED
No

1. MINIMUM VEHICULAR VOLUME
525 900 630 203 325
U
(600) (720) (504) 346
7:00 AM8:00 AM12:00 PM2:00 PM
U R
750 248 285
Major Street
Highest Approach
(420)
99 130 154 182
300

APPROACH LANES
Both Approaches 346
1 JlBI&&.ms - - - -

V I I V V

V I I V V
V
V
r P
r P
r P
I /
r P
r P
I V
r P
--~I I r ~ I
2940
7:00 AM 2:00 PM 4:00 PM 5:00 PM
Volume Volume Volume Volume
DCC 11/05/25
DC 11/05/25
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Calculated By:

Checked By:

Date:

2. Pinkham Street / K Avenue
323
130 182 167
(Higher Volume Approach)
346
163
Major Street
(Total of Both Approaches)
Minor Street
325 300
Warrant 2: Four-Hour Vehicular Volume (Rural)
Cumulative 5-Year plus Buildout 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 .
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
HIGHERVOLUME
APPROACHVPH
400
300
200
RE LA~ES & 2
1 OR MOIRE LAN1
Es
2 OR JORE JNES & l LANE
1 JNE & 1
1 LANE
100 ----+= --+---t-----=-d------=::'"-l<:=-----"::;,--.=-----,f------1 .---=--=-t=-"':.~~l====jj:::::
200 300 400 500 600 700 800 900 1000

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
*Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor street approach with one lane. .. ■ •
r.' r r
r
JLB!!Af.US. - - - - ----
•
2941
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative 5-Year plus Buildout Traffic Conditions

2. Pinkham Street / K 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
K Avenue
Highest
Approach
Volume =
213 (168) VPH
Pinkham Street Total of Both Approaches =
470 (349) VPH
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
300
200
100
1 JE LAN!S & 21 JE LAJ
2 0 MOREi LANESI & 1 LA~E
* ----+---+--+---t-------t-=- -=:±-------t====-----=E=-----11----- 100* ~ ---+-- ---l-----===1---- 75• 300 400 500 600 700 800 900 1000 1100 1200 1300
*Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one lane.

JlB !!&.f.E!s. - - - -
2942
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 speed of major street traffic > 64 km/h (40 mph)……………… or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

DIST CO RTE KPM

N/A N/A
Cumulative 5-Year plus Buildout Traffic Conditions
Lovers Lane
K Avenue
(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
3:00 PM U R
7:00 AM
8:00 AM
1:00 PM
4:00 PM
5:00 PM 2 or More 6:00 PM
2:00 PM
Major Street (480) 897
420 1086
1206
350500
(400) 1006
600 1156 1006 914 1206 1269 1281
1 150 200 140 53
53 71 95
71 98 67
Highest Approach 95
(80% SHOWN IN BRACKETS)
1269
111
(336) 914 1281
897
(280)
Minor Street
102 85
(84) (160) (112) 102 111 85
1156 1086

MINIMUM REQUIREMENTS
(120)
105 98 67
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
1206
Major Street
Highest Approach
(420)
53 71 10295
1269

Visalia City CouncilJuly 20, 2026

Visalia City Council
July 20, 2026