Cities Index.
Agenda packet

Selma City Council
December 16, 2025

Document
Agenda packet
Meeting
December 16, 2025
Body
Selma City Council
Pages
33
Original file
39.9 MB
Text extracted from the city's file for reading and search. Open the original on www.cityofselma.com. That file is the official record.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 4 6 38 1 117 5 605 39 98 475 2 Future Volume (veh/h) 2 4 6 38 1 117 5 605 39 98 475 2
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 2 4 6 40 1 124 5 644 41 104 505 2
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 999999999999
Cap, veh/h 4 64 96 60 2 199 9 1016 65 128 1331 5
Arrive On Green 0.00 0.10 0.10 0.04 0.13 0.13 0.01 0.32 0.32 0.08 0.39 0.39 Sat Flow, veh/h 1682 637 955 1682 12 1484 1682 3204 204 1682 3429 14 Grp Volume(v), veh/h 2 0 10 40 0 125 5 337 348 104 247 260 Grp Sat Flow(s),veh/h/ln 1682 0 1591 1682 0 1496 1682 1678 1730 1682 1678 1764 Q Serve(g_s), s 0.0 0.0 0.2 1.0 0.0 3.3 0.1 7.2 7.2 2.6 4.4 4.4 Cycle Q Clear(g_c), s 0.0 0.0 0.2 1.0 0.0 3.3 0.1 7.2 7.2 2.6 4.4 4.4 Prop In Lane 1.00 0.60 1.00 0.99 1.00 0.12 1.00 0.01
Lane Grp Cap(c), veh/h 4 0 160 60 0 201 9 532 549 128 651 685 V/C Ratio(X) 0.50 0.00 0.06 0.67 0.00 0.62 0.55 0.63 0.63 0.81 0.38 0.38 Avail Cap(c_a), veh/h 173 0 1303 185 0 1285 173 1286 1325 173 1286 1351 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.9 0.0 17.0 20.0 0.0 17.1 20.8 12.2 12.2 19.1 9.2 9.2 Incr Delay (d2), s/veh 72.7 0.0 0.2 12.2 0.0 3.1 43.2 1.3 1.2 18.6 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.5 0.0 1.1 0.1 2.0 2.1 1.5 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.6 0.0 17.2 32.1 0.0 20.3 64.0 13.5 13.4 37.7 9.6 9.5 LnGrp LOS F A B C A C E B B D A A
Approach Vol, veh/h 12 165 690 611
Approach Delay, s/veh 29.9 23.2 13.8 14.3
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 18.6 5.7 10.2 4.4 21.6 4.3 11.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 4.3 32.1 * 4.6 34.3 * 4.3 32.1 * 4.3 * 36 Max Q Clear Time (g_c+I1), s 4.6 9.2 3.0 2.2 2.1 6.4 2.0 5.3 Green Ext Time (p_c), s 0.0 3.9 0.0 0.0 0.0 2.8 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 625
HCM 6th AWSC Near Term plus Project PM Peak
3: Future N-S Road & Floral Avenue 09/08/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 22.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 539 47 0 581 26 32 0 0 42 0 2
Future Vol, veh/h 3 539 47 0 581 26 32 0 0 42 0 2
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 333333333333
Mvmt Flow 3 613 53 0 660 30 36 0 0 48 0 2
Number of Lanes 021020110010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 3 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 3 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 3
HCM Control Delay 21 24.5 12.7 12.9

HCM LOS C C B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 2% 0% 0% 0% 0% 95%
Vol Thru, % 0% 100% 98% 100% 0% 100% 88% 0%
Vol Right, % 0% 0% 0% 0% 100% 0% 12% 5%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 0 183 359 47 387 220 44
LT Vol 32 0 3 0 0 0 0 42
Through Vol 0 0 180 359 0 387 194 0
RT Vol 0 0 0 0 47 0 26 2
Lane Flow Rate 36 0 208 408 53 440 250 50
Geometry Grp 88888888
Degree of Util (X) 0.092 0 0.38 0.746 0.087 0.797 0.446 0.124 Departure Headway (Hd) 9.081 8.569 6.589 6.581 5.873 6.517 6.433 8.957 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 397 0 544 547 606 555 557 403
Service Time 6.783 6.271 4.362 4.353 3.645 4.287 4.204 6.659 HCM Lane V/C Ratio 0.091 0 0.382 0.746 0.087 0.793 0.449 0.124 HCM Control Delay 12.7 11.3 13.4 26.4 9.2 30.3 14.3 12.9 HCM Lane LOS B N B D A D B B
HCM 95th-tile Q 0.3 0 1.8 6.4 0.3 7.6 2.3 0.4
626
HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 7: Highland Avenue & Floral Avenue 09/08/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 989 189 169 771 116 96 288 125 65 323 417 Future Volume (veh/h) 393 989 189 169 771 116 96 288 125 65 323 417 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 418 1052 201 180 820 123 102 306 133 69 344 444 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 1102 1950 870 226 899 135 108 434 194 120 550 432 Arrive On Green 0.11 0.18 0.18 0.13 0.58 0.58 0.01 0.04 0.04 0.07 0.16 0.16 Sat Flow, veh/h 3428 3526 1572 3428 3074 461 3428 3526 1572 1767 3526 2768 Grp Volume(v), veh/h 418 1052 201 180 470 473 102 306 133 69 344 444 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1714 1763 1772 1714 1763 1572 1767 1763 1384 Q Serve(g_s), s 15.9 37.9 15.3 7.1 33.2 33.2 4.2 12.0 9.6 5.3 12.8 10.9 Cycle Q Clear(g_c), s 15.9 37.9 15.3 7.1 33.2 33.2 4.2 12.0 9.6 5.3 12.8 10.9 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1102 1950 870 226 516 518 108 434 194 120 550 432 V/C Ratio(X) 0.38 0.54 0.23 0.80 0.91 0.91 0.95 0.70 0.69 0.58 0.63 1.03 Avail Cap(c_a), veh/h 1102 1950 870 313 574 577 108 763 340 153 957 751 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.70 0.90 0.90 0.90 0.89 0.89 0.89 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 41.1 31.8 59.9 27.5 27.5 69.2 64.6 43.5 63.3 55.3 14.9 Incr Delay (d2), s/veh 0.1 0.8 0.4 5.7 21.2 21.1 64.5 3.2 6.4 1.6 2.0 37.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 18.2 6.6 3.1 13.5 13.5 2.8 5.8 4.4 2.4 5.8 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.6 41.8 32.2 65.6 48.7 48.6 133.7 67.8 49.9 64.9 57.3 52.6 LnGrp LOS D D C E D D F E D E E F
Approach Vol, veh/h 1671 1123 541 857
Approach Delay, s/veh 42.6 51.3 75.8 55.5
Approach LOS D D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 23.3 15.8 84.7 11.0 28.4 52.3 48.2 Change Period (Y+Rc), s 6.6 * 6.1 * 6.6 * 7.3 * 6.6 * 6.6 * 7.3 * 7.3 Max Green Setting (Gmax), s 12.1 * 30 * 13 * 58 * 4.4 * 38 * 25 * 46 Max Q Clear Time (g_c+I1), s 7.3 14.0 9.1 39.9 6.2 14.8 17.9 35.2 Green Ext Time (p_c), s 0.0 3.2 0.1 11.0 0.0 7.1 0.6 5.7 Intersection Summary
HCM 6th Ctrl Delay 51.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 627
HCM 6th Signalized Intersection Summary Near Term plus Project PM Peak 13: Highland Avenue & Rose Avenue 09/08/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 11 15 48 8 112 15 738 52 169 798 9 Future Volume (veh/h) 5 11 15 48 8 112 15 738 52 169 798 9 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 5 11 15 49 8 114 15 753 53 172 814 9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 10 62 84 72 13 181 27 1133 80 169 1498 17
Arrive On Green 0.01 0.09 0.09 0.04 0.12 0.12 0.02 0.34 0.34 0.10 0.42 0.42 Sat Flow, veh/h 1767 711 970 1767 104 1484 1767 3341 235 1767 3572 39 Grp Volume(v), veh/h 5 0 26 49 0 122 15 397 409 172 402 421 Grp Sat Flow(s),veh/h/ln 1767 0 1681 1767 0 1588 1767 1763 1813 1767 1763 1848 Q Serve(g_s), s 0.1 0.0 0.6 1.2 0.0 3.3 0.4 8.6 8.7 4.3 7.7 7.7 Cycle Q Clear(g_c), s 0.1 0.0 0.6 1.2 0.0 3.3 0.4 8.6 8.7 4.3 7.7 7.7 Prop In Lane 1.00 0.58 1.00 0.93 1.00 0.13 1.00 0.02
Lane Grp Cap(c), veh/h 10 0 145 72 0 194 27 598 615 169 739 775 V/C Ratio(X) 0.53 0.00 0.18 0.68 0.00 0.63 0.56 0.66 0.66 1.02 0.54 0.54 Avail Cap(c_a), veh/h 169 0 1271 193 0 1272 169 1258 1294 169 1258 1319 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 0.0 19.1 21.3 0.0 18.8 22.0 12.7 12.7 20.3 9.8 9.8 Incr Delay (d2), s/veh 38.3 0.0 0.6 10.7 0.0 3.4 16.9 1.3 1.2 74.0 0.6 0.6 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 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 0.7 0.0 1.2 0.3 2.6 2.7 4.9 2.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 0.0 19.6 32.0 0.0 22.1 38.9 14.0 13.9 94.3 10.4 10.4 LnGrp LOS E A B C A C D B B F B B
Approach Vol, veh/h 31 171 821 995
Approach Delay, s/veh 26.3 25.0 14.4 24.9
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 20.5 6.0 9.9 4.9 24.2 4.4 11.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 4.3 32.1 * 4.9 34.0 * 4.3 32.1 * 4.3 * 36 Max Q Clear Time (g_c+I1), s 6.3 10.7 3.2 2.6 2.4 9.7 2.1 5.3 Green Ext Time (p_c), s 0.0 4.6 0.0 0.1 0.0 4.7 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 628
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB SB SB SE SE SE SE NW NW NW
Directions Served L T LT R UL T T R UL T T
Maximum Queue (ft) 191 249 314 75 23 44 38 72 26 61 50
Average Queue (ft) 64 73 130 22 2 14 4 22 2 8 5
95th Queue (ft) 131 145 221 72 9 37 21 56 11 32 24
Link Distance (ft) 1215 1312 2556 2556 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 140 50 200 70 75
Storage Blk Time (%) 1 5 37 0 0 0
Queuing Penalty (veh) 2951 0 0
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 24 50 30
Average Queue (ft) 2 16 11
95th Queue (ft) 14 39 33
Link Distance (ft) 1932 2737 2634
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Future N-S Road & Floral Avenue
Movement EB EB EB WB WB NB SB
Directions Served LT T R LT TR L LTR
Maximum Queue (ft) 55 79 31 104 73 26 31
Average Queue (ft) 33 38 8 47 35 13 14
95th Queue (ft) 46 63 28 77 59 34 39
Link Distance (ft) 1190 1190 625 625 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
629
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB EB WB WB WB NB NB SB SB
Directions Served L T T R UL T TR L TR L TR
Maximum Queue (ft) 56 160 131 31 194 377 332 47 169 199 279 Average Queue (ft) 17 68 66 13 168 179 125 19 60 118 39 95th Queue (ft) 48 121 109 37 234 398 247 47 127 197 158 Link Distance (ft) 625 625 374 374 345 716
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft) 100 100 340 100 100
Storage Blk Time (%) 3 3 26 0 3 22 0
Queuing Penalty (veh) 1 1 35 0 1 6 0
Intersection: 5: Eastern Driveway & Floral Avenue
Movement WB NB
Directions Served T R
Maximum Queue (ft) 96 78
Average Queue (ft) 6 38
95th Queue (ft) 40 65
Link Distance (ft) 234 375
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L T R
Maximum Queue (ft) 210 234 150 93 112 118 42 136 115 46 90 Average Queue (ft) 76 88 22 43 45 39 18 48 62 11 50
95th Queue (ft) 142 167 83 87 93 91 34 102 107 34 81
Link Distance (ft) 234 234 513 513 219 1827
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 5
Queuing Penalty (veh) 2
630
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L L T T R L L T TR L L T
Maximum Queue (ft) 225 250 342 341 120 156 250 365 407 64 87 267 Average Queue (ft) 150 120 171 165 51 76 104 215 210 23 28 82 95th Queue (ft) 236 272 313 276 138 138 249 335 346 55 62 178 Link Distance (ft) 513 513 471 471 575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 60 150 150 170 170
Storage Blk Time (%) 8 6 3 32 2 20 3
Queuing Penalty (veh) 26 19 6 45 8 34 2
Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L T T R R
Maximum Queue (ft) 200 130 96 180 140 159 149
Average Queue (ft) 18 32 39 108 79 65 49
95th Queue (ft) 83 71 83 161 136 110 87
Link Distance (ft) 575 299 299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 100 100
Storage Blk Time (%) 0 1 18 7 2
Queuing Penalty (veh) 0 1 5 20 3
Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served TTTT LR
Maximum Queue (ft) 166 188 221 234 290 70
Average Queue (ft) 48 73 80 70 130 45
95th Queue (ft) 122 153 175 151 221 89
Link Distance (ft) 471 471 556 556 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 40
Storage Blk Time (%) 45 1
Queuing Penalty (veh) 18 1
631
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE NW NW NW
Directions Served UL T TR L T TR UL T T UL L T
Maximum Queue (ft) 26 198 232 150 174 143 144 78 71 63 69 59 Average Queue (ft) 2 60 89 49 67 51 25 25 27 16 22 20
95th Queue (ft) 11 154 187 116 142 129 85 58 59 44 51 46 Link Distance (ft) 556 556 2655 2655 935 935 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 130 120 120
Storage Blk Time (%) 5 2 3 0 1
Queuing Penalty (veh) 1 4 2 0 0
Intersection: 9: Whitson Street & Floral Avenue
Movement NW
Directions Served T
Maximum Queue (ft) 50
Average Queue (ft) 24
95th Queue (ft) 51
Link Distance (ft) 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 213 245 194 229 131 199 185
Average Queue (ft) 68 68 124 73 59 99 58
95th Queue (ft) 163 157 210 182 108 165 128
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 26 5 1 0
Queuing Penalty (veh) 40 12 1 0
632
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 11: Stillman Street & Southern Driveway
Movement SB
Directions Served LR
Maximum Queue (ft) 77
Average Queue (ft) 35
95th Queue (ft) 60
Link Distance (ft) 454
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB WB WB WB NB NB NB NB SB
Directions Served L L T R L T R L L T TR L
Maximum Queue (ft) 95 104 56 78 52 70 77 113 98 274 298 98 Average Queue (ft) 35 46 15 25 16 15 26 51 10 125 144 41 95th Queue (ft) 89 94 42 51 44 51 63 92 47 248 276 85
Link Distance (ft) 307 356 356 673 673
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 100 100 300 300 320
Storage Blk Time (%) 0 6 0
Queuing Penalty (veh) 1 7 0
Intersection: 12: Highland Avenue & Stillman Street
Movement SB SB SB SB SB
Directions Served L T T R R
Maximum Queue (ft) 48 301 371 54 26
Average Queue (ft) 5 110 134 22 2
95th Queue (ft) 27 223 283 49 15
Link Distance (ft) 762 762
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 320 320 320
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 1
633
Queuing and Blocking Report Near Term plus Project AM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 23 72 92 91 31 198 184 183 243 241
Average Queue (ft) 1 7 30 41 5 84 87 91 26 46
95th Queue (ft) 8 34 72 79 22 153 170 167 106 128
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 323
634
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB NB SB SB SE SE SE SE NW NW NW
Directions Served L T R LT R UL T T R UL T T
Maximum Queue (ft) 205 445 120 439 74 48 128 120 95 10 3 32 Average Queue (ft) 94 186 16 228 16 9 34 34 45 1 0 3
95th Queue (ft) 201 356 83 383 61 28 75 84 86 6 2 16
Link Distance (ft) 1215 1312 2556 2556 1128 1128
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 140 80 50 200 70 75
Storage Blk Time (%) 1 18 58 0 2 3
Queuing Penalty (veh) 3 45 5 0 5 3
Intersection: 1: Highland Avenue & Golden State Boulevard Movement NW
Directions Served R
Maximum Queue (ft) 22
Average Queue (ft) 1
95th Queue (ft) 9
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 120
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 75 61 29
Average Queue (ft) 16 35 9
95th Queue (ft) 50 53 30
Link Distance (ft) 1932 2737 2634
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
635
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Future N-S Road & Floral Avenue
Movement EB EB EB WB WB NB SB
Directions Served LT T R LT TR L LTR
Maximum Queue (ft) 101 68 100 223 182 26 31
Average Queue (ft) 56 48 31 126 76 19 22
95th Queue (ft) 82 67 63 198 157 36 45
Link Distance (ft) 1190 1190 625 625 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB EB WB WB WB NB NB SB SB
Directions Served L T T R UL T TR L TR L TR
Maximum Queue (ft) 190 228 249 190 194 430 355 47 132 200 380 Average Queue (ft) 38 141 136 20 163 217 190 11 58 160 156 95th Queue (ft) 94 207 210 78 223 389 327 35 103 236 369 Link Distance (ft) 625 625 374 374 345 716
Upstream Blk Time (%) 1 0
Queuing Penalty (veh) 5 0
Storage Bay Dist (ft) 100 100 340 100 100
Storage Blk Time (%) 29 23 32 14 1 35 0
Queuing Penalty (veh) 9 5 92 41 0 29 1
Intersection: 5: Eastern Driveway & Floral Avenue
Movement EB EB WB NB
Directions Served T TR T R
Maximum Queue (ft) 287 349 101 71
Average Queue (ft) 71 79 7 25
95th Queue (ft) 228 250 47 55
Link Distance (ft) 374 374 234 375
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
636
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L T R
Maximum Queue (ft) 265 283 150 298 332 335 113 180 224 89 205 Average Queue (ft) 193 200 63 94 137 125 46 105 127 33 121 95th Queue (ft) 304 313 174 180 286 283 92 167 200 79 198 Link Distance (ft) 234 234 513 513 219 1827
Upstream Blk Time (%) 11 12
Queuing Penalty (veh) 71 80
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 29 4
Queuing Penalty (veh) 34 4
Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L L T T R L L T TR L L T
Maximum Queue (ft) 225 250 534 559 120 182 250 475 487 93 280 342 Average Queue (ft) 219 243 450 461 70 92 118 276 285 45 66 192 95th Queue (ft) 236 285 612 629 159 165 275 444 439 85 186 308 Link Distance (ft) 513 513 471 471 575
Upstream Blk Time (%) 8 7 1 1
Queuing Penalty (veh) 62 57 4 3
Storage Bay Dist (ft) 200 200 60 150 150 170 170
Storage Blk Time (%) 50 22 23 46 1 2 28 24
Queuing Penalty (veh) 246 108 89 88 6 8 48 23
Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L T T R R
Maximum Queue (ft) 308 130 200 218 156 140 146
Average Queue (ft) 118 62 68 155 86 74 61
95th Queue (ft) 277 123 145 220 131 124 108
Link Distance (ft) 575 299 299
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 100 100
Storage Blk Time (%) 5 5 5 33 8 3 0
Queuing Penalty (veh) 6 7 8 22 33 6 0
637
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served TTTT LR
Maximum Queue (ft) 336 311 280 205 267 70
Average Queue (ft) 69 99 98 88 162 51
95th Queue (ft) 200 219 188 159 271 90
Link Distance (ft) 471 471 556 556 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 40
Storage Blk Time (%) 51 1
Queuing Penalty (veh) 30 2
Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE NW NW NW
Directions Served UL T TR L T TR UL T T UL L T
Maximum Queue (ft) 57 334 342 57 148 146 155 102 112 185 249 276 Average Queue (ft) 22 159 193 25 68 61 56 44 52 74 102 42 95th Queue (ft) 53 313 338 55 116 119 108 91 99 163 185 130 Link Distance (ft) 556 556 2655 2655 935 935 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 130 120 120
Storage Blk Time (%) 13 2 0 6 8 9
Queuing Penalty (veh) 7 1 0 1 5 6
Intersection: 9: Whitson Street & Floral Avenue
Movement NW
Directions Served T
Maximum Queue (ft) 90
Average Queue (ft) 44
95th Queue (ft) 82
Link Distance (ft) 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 7
Queuing Penalty (veh) 2
638
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 210 242 195 362 256 153 115
Average Queue (ft) 74 93 143 127 58 83 40
95th Queue (ft) 183 184 227 321 138 142 86
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 29 2
Queuing Penalty (veh) 54 7
Intersection: 11: Stillman Street & Southern Driveway
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 66
Average Queue (ft) 1 31
95th Queue (ft) 10 54
Link Distance (ft) 798 454
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
639
Queuing and Blocking Report Near Term plus Project PM Peak Improved 09/08/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB WB WB WB NB NB NB NB SB
Directions Served L L T R L T R L L T TR L
Maximum Queue (ft) 100 124 296 220 77 73 96 290 274 356 364 73 Average Queue (ft) 62 94 117 117 41 14 37 129 69 135 155 42 95th Queue (ft) 122 147 273 221 82 45 76 233 181 272 295 76 Link Distance (ft) 307 356 356 673 673
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 75 75 100 100 300 300 320
Storage Blk Time (%) 4 37 0 6 0 1
Queuing Penalty (veh) 13 119 0 13 0 1
Intersection: 12: Highland Avenue & Stillman Street
Movement SB SB SB SB SB
Directions Served L T T R R
Maximum Queue (ft) 56 223 248 74 42
Average Queue (ft) 9 133 134 25 3
95th Queue (ft) 37 211 236 56 18
Link Distance (ft) 762 762
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 320 320 320
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 25 30 133 112 74 196 213 243 286 308 Average Queue (ft) 3 13 43 41 13 114 108 130 74 100
95th Queue (ft) 16 33 91 78 44 185 187 207 189 204
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 1
Network Summary
Network wide Queuing Penalty: 1519
640
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | H
(559) 570-8991
Appendix H: Cumulative Year 2046 No Project Traffic Conditions 641
642
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 1: Highland Avenue & Golden State Boulevard 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWU NWL NWT Lane Configurations
Traffic Volume (vph) 294 202 19 49 369 30 6 236 332 2 48 478 Future Volume (vph) 294 202 19 49 369 30 6 236 332 2 48 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1719 1810 1538 1799 1538 1719 3438 1538 1719 3438 Flt Permitted 0.95 1.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1719 1810 1538 1799 1538 1719 3438 1538 1719 3438 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 320 220 21 53 401 33 7 257 361 2 52 520 RTOR Reduction (vph) 0 0 16 0 0 23 0 0 292 0 0 0
Lane Group Flow (vph) 320 220 5 0 454 10 7 257 69 0 54 520 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot Prot NA Protected Phases 2 2 6 6 7 4 3 3 8
Permitted Phases 2 6 4
Actuated Green, G (s) 21.7 21.7 21.7 24.6 24.6 0.6 16.0 16.0 3.7 19.1 Effective Green, g (s) 21.7 21.7 21.7 24.6 24.6 0.6 16.0 16.0 3.7 19.1 Actuated g/C Ratio 0.26 0.26 0.26 0.29 0.29 0.01 0.19 0.19 0.04 0.23 Clearance Time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 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) 444 468 397 527 450 12 655 293 75 782 v/s Ratio Prot c0.19 0.12 c0.25 0.00 0.07 c0.03 c0.15
v/s Ratio Perm 0.00 0.01 0.04
v/c Ratio 0.72 0.47 0.01 0.86 0.02 0.58 0.39 0.23 0.72 0.66 Uniform Delay, d1 28.3 26.2 23.1 28.0 21.1 41.5 29.7 28.8 39.6 29.5 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 5.7 0.7 0.0 13.5 0.0 56.2 0.4 0.4 28.0 2.1 Delay (s) 34.0 27.0 23.2 41.6 21.1 97.7 30.1 29.2 67.6 31.6 Level of Service C C C D C F C C E C
Approach Delay (s) 30.9 40.2 30.3 34.4
Approach LOS C D C C
Intersection Summary
HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 83.9 Sum of lost time (s) 17.9 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
643
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 1: Highland Avenue & Golden State Boulevard 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWR
Lane Configurations
Traffic Volume (vph) 38
Future Volume (vph) 38
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.2
Lane Util. Factor 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1538
Flt Permitted 1.00
Satd. Flow (perm) 1538
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 41
RTOR Reduction (vph) 32
Lane Group Flow (vph) 9
Heavy Vehicles (%) 5%
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 19.1
Effective Green, g (s) 19.1
Actuated g/C Ratio 0.23
Clearance Time (s) 4.2
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 350
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.03
Uniform Delay, d1 25.2
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 25.2
Level of Service C
Approach Delay (s)
Approach LOS
Intersection Summary
644
HCM 6th TWSC Cumulative Year 2046 No Project AM Peak
2: DeWolf Avenue & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 156 4 13 127 14 1 6 16 16 9 0
Future Vol, veh/h 14 156 4 13 127 14 1 6 16 16 9 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 170 4 14 138 15 1 7 17 17 10 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 153 0 0 174 0 0 381 383 172 388 378 146 Stage 1 - - - - - - 202 202 - 174 174 -
Stage 2 - - - - - - 179 181 - 214 204 -
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 1421 - - 1397 - - 575 549 869 569 552 898 Stage 1 - - - - - - 798 732 - 825 753 -
Stage 2 - - - - - - 820 748 - 786 731 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1421 - - 1397 - - 557 536 869 543 539 898 Mov Cap-2 Maneuver - - - - - - 557 536 - 543 539 -
Stage 1 - - - - - - 788 723 - 815 745 -
Stage 2 - - - - - - 800 740 - 754 722 -
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.6 10.1 12

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 732 1421 - - 1397 - - 542
HCM Lane V/C Ratio 0.034 0.011 - - 0.01 - - 0.05
HCM Control Delay (s) 10.1 7.6 0 - 7.6 0 - 12
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2
645
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 4: Floral Avenue & Walmart Main Driveway 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 12 430 147 619 252 199 6
Future Volume (vph) 12 430 147 619 252 199 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.96 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1752 3505 1752 3332 1752 1568
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1752 3505 1752 3332 1752 1568
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 467 160 673 274 216 7
RTOR Reduction (vph) 0 0 0 64 0 0 6
Lane Group Flow (vph) 13 467 160 883 0 216 1
Confl. Peds. (#/hr) 1
Turn Type Prot NA Prot NA Prot Perm
Protected Phases 7438 6
Permitted Phases 6
Actuated Green, G (s) 0.6 17.6 7.1 24.1 8.3 8.3
Effective Green, g (s) 0.6 17.6 7.1 24.1 8.3 8.3
Actuated g/C Ratio 0.01 0.39 0.16 0.53 0.18 0.18
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 23 1352 272 1760 318 285
v/s Ratio Prot 0.01 0.13 c0.09 c0.26 c0.12
v/s Ratio Perm 0.00
v/c Ratio 0.57 0.35 0.59 0.50 0.68 0.00
Uniform Delay, d1 22.4 9.9 17.9 6.9 17.4 15.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 28.1 0.2 3.2 0.2 5.7 0.0
Delay (s) 50.5 10.1 21.1 7.1 23.1 15.3
Level of Service D B C A C B
Approach Delay (s) 11.2 9.1 22.8
Approach LOS B A C
Intersection Summary
HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 45.6 Sum of lost time (s) 12.6 Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
646
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 685 49 54 810 0 0 0 51 185 23 200 Future Volume (vph) 0 685 49 54 810 0 0 0 51 185 23 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1553 1736 3471 1580 3367 1827 1553 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1553 1736 3471 1580 3367 1827 1553 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 737 53 58 871 0 0 0 55 199 25 215
RTOR Reduction (vph) 0 0 31 0 0 0 0 0 44 0 0 105
Lane Group Flow (vph) 0 737 22 58 871 0 0 0 11 199 25 110 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 28.8 28.8 2.6 37.1 14.0 8.6 20.4 20.4 Effective Green, g (s) 28.8 28.8 2.6 37.1 14.0 8.6 20.4 20.4 Actuated g/C Ratio 0.41 0.41 0.04 0.53 0.20 0.12 0.29 0.29 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 1428 638 64 1839 316 413 532 452
v/s Ratio Prot c0.21 0.03 c0.25 0.01 c0.06 0.01
v/s Ratio Perm 0.01 c0.07
v/c Ratio 0.52 0.03 0.91 0.47 0.03 0.48 0.05 0.24
Uniform Delay, d1 15.4 12.3 33.6 10.3 22.6 28.6 17.8 18.9 Progression Factor 1.00 1.00 1.47 1.01 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.1 69.0 0.7 0.0 2.2 0.1 0.7
Delay (s) 16.7 12.4 118.2 11.1 22.6 30.8 17.9 19.6
Level of Service B B F B C C B B
Approach Delay (s) 16.4 17.8 22.6 24.6
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 18.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
647
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project AM Peak 7: Highland Avenue & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 607 204 229 746 145 158 261 92 53 383 304 Future Volume (veh/h) 230 607 204 229 746 145 158 261 92 53 383 304 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 235 619 208 234 761 148 161 266 94 54 391 310 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 232 1802 804 280 1358 264 169 628 279 69 592 465 Arrive On Green 0.26 1.00 1.00 0.16 0.92 0.92 0.10 0.36 0.36 0.04 0.17 0.17 Sat Flow, veh/h 1767 3526 1572 3428 2943 572 3428 3526 1567 1767 3526 2768 Grp Volume(v), veh/h 235 619 208 234 456 453 161 266 94 54 391 310 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1752 1714 1763 1567 1767 1763 1384 Q Serve(g_s), s 18.4 0.0 0.0 9.3 5.8 5.8 6.5 8.0 6.1 4.2 14.5 14.7 Cycle Q Clear(g_c), s 18.4 0.0 0.0 9.3 5.8 5.8 6.5 8.0 6.1 4.2 14.5 14.7 Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 232 1802 804 280 813 808 169 628 279 69 592 465 V/C Ratio(X) 1.01 0.34 0.26 0.84 0.56 0.56 0.95 0.42 0.34 0.78 0.66 0.67 Avail Cap(c_a), veh/h 232 1802 804 384 813 808 169 881 392 125 957 751 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.81 0.81 0.81 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 0.0 0.0 57.6 3.1 3.1 62.9 39.6 39.0 66.7 54.5 54.6 Incr Delay (d2), s/veh 58.8 0.5 0.7 6.8 2.3 2.3 48.8 0.6 1.0 6.9 2.2 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 0.1 0.2 4.0 1.7 1.7 3.8 3.2 2.3 2.0 6.6 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.4 0.5 0.7 64.4 5.4 5.4 111.8 40.3 40.0 73.6 56.7 57.4 LnGrp LOS F AAEAAFDDEEE
Approach Vol, veh/h 1062 1143 521 755
Approach Delay, s/veh 24.8 17.5 62.3 58.2
Approach LOS C B E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 31.0 18.0 78.9 13.5 29.6 25.0 71.9 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 9.9 35.0 * 16 * 53 * 6.9 38.0 * 18 * 50 Max Q Clear Time (g_c+I1), s 6.2 10.0 11.3 2.0 8.5 16.7 20.4 7.8 Green Ext Time (p_c), s 0.0 3.1 0.2 9.5 0.0 6.2 0.0 11.2 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 648
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 550 0 0 775 373 77
Future Volume (vph) 550 0 0 775 373 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3505 3505 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3505 3505 1752 1568
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 598 0 0 842 405 84
RTOR Reduction (vph) 0 0 0 0 0 32
Lane Group Flow (vph) 598 0 0 842 405 52
Turn Type NA NA Prot Perm
Protected Phases 2 2 8
Permitted Phases 8
Actuated Green, G (s) 35.0 35.0 22.8 22.8
Effective Green, g (s) 35.0 35.0 22.8 22.8
Actuated g/C Ratio 0.50 0.50 0.33 0.33
Clearance Time (s) 6.1 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1 5.1
Lane Grp Cap (vph) 1752 1752 570 510
v/s Ratio Prot 0.17 c0.24 c0.23
v/s Ratio Perm 0.03
v/c Ratio 0.34 0.48 0.71 0.10
Uniform Delay, d1 10.6 11.5 20.7 16.5
Progression Factor 1.15 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.9 5.2 0.2
Delay (s) 12.7 12.5 25.9 16.7
Level of Service B B C B
Approach Delay (s) 12.7 12.5 24.3
Approach LOS B B C
Intersection Summary
HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
649
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 9: Whitson Street & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR SEU SEL SET SER NWU Lane Configurations
Traffic Volume (vph) 4 25 406 104 78 609 78 4 112 210 10 4 Future Volume (vph) 4 25 406 104 78 609 78 4 112 210 10 4 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 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3398 1752 3440 1752 3505 1545
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3398 1752 3440 1752 3505 1545
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 27 441 113 85 662 85 4 122 228 11 4
RTOR Reduction (vph) 0 0 26 0 0 11 000080
Lane Group Flow (vph) 0 31 528 0 85 736 0 0 126 228 3 0 Confl. Peds. (#/hr) 4 4
Turn Type Prot Prot NA Prot NA Prot Prot NA Perm Prot
Protected Phases 7 7 4 3 8 1 1 6 5
Permitted Phases 6
Actuated Green, G (s) 1.3 22.0 5.1 25.4 7.3 18.4 18.4
Effective Green, g (s) 1.3 22.0 5.1 25.4 7.3 18.4 18.4
Actuated g/C Ratio 0.02 0.33 0.08 0.38 0.11 0.27 0.27
Clearance Time (s) 4.2 4.2 4.2 4.6 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 33 1105 132 1292 189 954 420
v/s Ratio Prot 0.02 0.16 c0.05 c0.21 c0.07 0.07
v/s Ratio Perm 0.00
v/c Ratio 0.94 0.48 0.64 0.57 0.67 0.24 0.01
Uniform Delay, d1 33.1 18.2 30.4 16.8 29.0 19.1 17.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 130.1 0.3 10.3 0.6 8.6 0.1 0.0
Delay (s) 163.2 18.5 40.7 17.3 37.6 19.3 17.9
Level of Service F B D B D B B
Approach Delay (s) 26.2 19.7 25.5
Approach LOS C B C
Intersection Summary
HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 67.6 Sum of lost time (s) 17.2 Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
650
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 9: Whitson Street & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 127 441 25
Future Volume (vph) 127 441 25
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2
Lane Util. Factor 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 3400 3505 1568
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3400 3505 1568
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 138 479 27
RTOR Reduction (vph) 0 0 20
Lane Group Flow (vph) 142 479 7
Confl. Peds. (#/hr)
Turn Type Prot NA Perm
Protected Phases 5 2
Permitted Phases 2
Actuated Green, G (s) 5.3 16.4 16.4
Effective Green, g (s) 5.3 16.4 16.4
Actuated g/C Ratio 0.08 0.24 0.24
Clearance Time (s) 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 266 850 380
v/s Ratio Prot 0.04 c0.14
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.56 0.02
Uniform Delay, d1 30.0 22.5 19.5
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 2.1 0.9 0.0
Delay (s) 32.0 23.3 19.5
Level of Service C C B
Approach Delay (s) 25.1
Approach LOS C
Intersection Summary
651
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 10: Highland Avenue & SR 99 SB Ramps 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBL NBT NBR SBL SBT SBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 0 0 903 43 355 416 0 0 423
Future Volume (vph) 0 0 0 903 43 355 416 0 0 423
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 9.7
Lane Util. Factor 0.95 1.00 1.00 0.95 0.88
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3282 1468 1641 3282 2584
Flt Permitted 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3282 1468 1641 3282 2584
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 951 45 374 438 0 0 445
RTOR Reduction (vph) 0 0 0 0 21 0 0 0 0 252
Lane Group Flow (vph) 0 0 0 951 24 374 438 0 0 193
Heavy Vehicles (%) 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% Turn Type NA Perm Prot NA Prot
Protected Phases 2 1 6 5
Permitted Phases 2
Actuated Green, G (s) 37.1 37.1 20.4 23.2 30.3
Effective Green, g (s) 37.1 37.1 20.4 23.2 30.3
Actuated g/C Ratio 0.53 0.53 0.29 0.33 0.43
Clearance Time (s) 6.8 6.8 5.7 6.8 9.7
Vehicle Extension (s) 6.8 6.8 2.0 4.9 5.8
Lane Grp Cap (vph) 1739 778 478 1087 1118
v/s Ratio Prot c0.29 c0.23 0.13 0.07
v/s Ratio Perm 0.02
v/c Ratio 0.55 0.03 0.78 0.40 0.17
Uniform Delay, d1 10.9 7.9 22.8 18.1 12.2
Progression Factor 1.15 1.21 0.80 0.75 1.00
Incremental Delay, d2 1.1 0.1 7.0 1.0 0.2
Delay (s) 13.6 9.6 25.2 14.6 12.4
Level of Service B A C B B
Approach Delay (s) 0.0 13.5 19.5 12.4
Approach LOS A B B B
Intersection Summary
HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
652
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project AM Peak 12: Highland Avenue & Stillman Street 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 9 35 20 5 45 43 891 57 68 698 74 Future Volume (veh/h) 23 9 35 20 5 45 43 891 57 68 698 74 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 23 9 36 20 5 46 44 909 58 69 712 76 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 888888888888
Cap, veh/h 56 84 71 26 81 69 77 2289 146 107 2429 1907
Arrive On Green 0.02 0.05 0.05 0.02 0.05 0.05 0.02 0.71 0.71 0.06 1.00 1.00 Sat Flow, veh/h 3291 1781 1510 1697 1781 1510 3291 3231 206 3291 3385 2657 Grp Volume(v), veh/h 23 9 36 20 5 46 44 476 491 69 712 76 Grp Sat Flow(s),veh/h/ln 1646 1781 1510 1697 1781 1510 1646 1692 1744 1646 1692 1329 Q Serve(g_s), s 1.0 0.7 3.3 1.6 0.4 4.2 1.9 16.0 16.0 2.9 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.7 3.3 1.6 0.4 4.2 1.9 16.0 16.0 2.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 56 84 71 26 81 69 77 1199 1236 107 2429 1907 V/C Ratio(X) 0.41 0.11 0.51 0.76 0.06 0.67 0.57 0.40 0.40 0.65 0.29 0.04 Avail Cap(c_a), veh/h 96 548 465 75 575 487 197 1199 1236 174 2429 1907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 68.1 63.9 65.1 68.7 63.9 65.8 67.7 8.3 8.3 64.7 0.0 0.0 Incr Delay (d2), s/veh 1.8 1.3 12.0 15.5 0.5 15.7 2.5 1.0 1.0 2.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 1.5 0.8 0.2 1.9 0.8 5.5 5.6 1.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 65.1 77.1 84.2 64.4 81.5 70.1 9.3 9.2 67.0 0.3 0.0 LnGrp LOS E E E F E F EAAEAA
Approach Vol, veh/h 68 71 1011 857
Approach Delay, s/veh 73.1 81.1 11.9 5.6
Approach LOS E F B A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 105.6 9.4 13.9 9.9 106.9 9.6 13.7 Change Period (Y+Rc), s * 6.6 6.4 * 7.2 * 7.3 * 6.6 6.4 * 7.2 * 7.3 Max Green Setting (Gmax), s * 7.4 55.8 * 6.2 * 43 * 8.4 54.8 * 4.1 * 45 Max Q Clear Time (g_c+I1), s 4.9 18.0 3.6 5.3 3.9 2.0 3.0 6.2 Green Ext Time (p_c), s 0.0 17.6 0.0 0.3 0.0 14.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 653
HCM 6th TWSC Cumulative Year 2046 No Project AM Peak
13: Highland Avenue & Rose Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 13.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 10 23 44 2 125 19 771 43 90 562 35 Future Vol, veh/h 41 10 23 44 2 125 19 771 43 90 562 35 Conflicting Peds, #/hr 1 00001100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - None
Storage Length - - 25 - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 9 99999999999
Mvmt Flow 44 11 24 47 2 133 20 820 46 96 598 37
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1262 1716 319 1380 1711 434 636 0 0 866 0 0 Stage 1 810 810 - 883 883 -------
Stage 2 452 906 - 497 828 -------
Critical Hdwy 7.68 6.68 7.08 7.68 6.68 7.08 4.28 - - 4.28 - - Critical Hdwy Stg 1 6.68 5.68 - 6.68 5.68 -------
Critical Hdwy Stg 2 6.68 5.68 - 6.68 5.68 -------
Follow-up Hdwy 3.59 4.09 3.39 3.59 4.09 3.39 2.29 - - 2.29 - - Pot Cap-1 Maneuver 119 83 657 97 83 551 897 - - 730 - - Stage 1 325 375 - 293 346 -------
Stage 2 538 338 - 506 368 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 78 70 657 73 70 551 896 - - 730 - -
Mov Cap-2 Maneuver 78 70 - 73 70 -------
Stage 1 318 325 - 287 338 -------
Stage 2 396 331 - 409 319 -------
Approach EB WB NB SB
HCM Control Delay, s 90.9 92.2 0.2 1.4

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 896 - - 76 657 199 730 - -
HCM Lane V/C Ratio 0.023 - - 0.714 0.037 0.914 0.131 - - HCM Control Delay (s) 9.1 - - 127.1 10.7 92.2 10.7 - -
HCM Lane LOS A - - F B F B - -
HCM 95th %tile Q(veh) 0.1 - - 3.4 0.1 7.3 0.5 - -
654
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 1: Highland Avenue & Golden State Boulevard 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEU SEL SET SER NWU NWL Lane Configurations
Traffic Volume (vph) 344 585 47 55 521 8 1 33 496 438 3 23 Future Volume (vph) 344 585 47 55 521 8 1 33 496 438 3 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 1845 1548 1836 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 1845 1548 1836 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 370 629 51 59 560 9 1 35 533 471 3 25
RTOR Reduction (vph) 0 0 33 0 0 6 0 0 0 204 0 0
Lane Group Flow (vph) 370 629 18 0 619 3 0 36 533 267 0 28 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Perm Split NA Perm Prot Prot NA Perm Prot Prot Protected Phases 2 2 6 6 7 7 4 3 3
Permitted Phases 2 6 4
Actuated Green, G (s) 38.7 38.7 38.7 33.1 33.1 2.7 17.9 17.9 2.4 Effective Green, g (s) 38.7 38.7 38.7 33.1 33.1 2.7 17.9 17.9 2.4 Actuated g/C Ratio 0.35 0.35 0.35 0.30 0.30 0.02 0.16 0.16 0.02 Clearance Time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 616 649 544 552 471 43 570 255 38
v/s Ratio Prot 0.21 c0.34 c0.34 c0.02 0.15 0.02
v/s Ratio Perm 0.01 0.00 c0.17
v/c Ratio 0.60 0.97 0.03 1.12 0.01 0.84 0.94 1.05 0.74
Uniform Delay, d1 29.3 35.1 23.4 38.5 26.9 53.4 45.5 46.0 53.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Incremental Delay, d2 1.7 27.4 0.0 76.2 0.0 76.6 24.7 68.9 50.4 Delay (s) 31.0 62.5 23.4 114.7 26.9 130.0 70.1 114.9 86.2 Level of Service C E C F C F E F F
Approach Delay (s) 49.5 113.4 92.5
Approach LOS D F F
Intersection Summary
HCM 2000 Control Delay 77.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.04
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.9 Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
655
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 1: Highland Avenue & Golden State Boulevard 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWT NWR
Lane Configurations
Traffic Volume (vph) 297 76
Future Volume (vph) 297 76
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
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 0.93 0.93
Adj. Flow (vph) 319 82
RTOR Reduction (vph) 0 69
Lane Group Flow (vph) 319 13
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 17.6 17.6
Effective Green, g (s) 17.6 17.6
Actuated g/C Ratio 0.16 0.16
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 560 250
v/s Ratio Prot 0.09
v/s Ratio Perm 0.01
v/c Ratio 0.57 0.05
Uniform Delay, d1 42.7 39.1
Progression Factor 0.86 2.69
Incremental Delay, d2 3.9 0.4
Delay (s) 40.6 105.6
Level of Service D F
Approach Delay (s) 56.0
Approach LOS E
Intersection Summary
656
HCM 6th TWSC Cumulative Year 2046 No Project PM Peak
2: DeWolf Avenue & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 8.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 305 12 209 337 26 7 5 276 21 13 2
Future Vol, veh/h 0 305 12 209 337 26 7 5 276 21 13 2
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 332 13 227 366 28 8 5 300 23 14 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 394 0 0 345 0 0 1181 1187 339 1325 1179 380 Stage 1 - - - - - - 339 339 - 834 834 -
Stage 2 - - - - - - 842 848 - 491 345 -
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 1159 - - 1208 - - 166 188 701 132 190 665 Stage 1 - - - - - - 673 638 - 361 382 -
Stage 2 - - - - - - 357 376 - 557 634 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1159 - - 1208 - - 125 143 701 60 144 665 Mov Cap-2 Maneuver - - - - - - 125 143 - 60 144 -
Stage 1 - - - - - - 673 638 - 361 290 -
Stage 2 - - - - - - 257 285 - 316 634 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.2 17.6 85.4

HCM LOS C F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 594 1159 - - 1208 - - 81
HCM Lane V/C Ratio 0.527 - - - 0.188 - - 0.483
HCM Control Delay (s) 17.6 0 - - 8.7 0 - 85.4
HCM Lane LOS C A - - A A - F
HCM 95th %tile Q(veh) 3.1 0 - - 0.7 - - 2
657
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 4: Floral Avenue & Walmart Main Driveway 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 22 1206 129 1307 420 453 22
Future Volume (vph) 22 1206 129 1307 420 453 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.96 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1752 3505 1752 3359 1752 1568
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1752 3505 1752 3359 1752 1568
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 23 1269 136 1376 442 477 23
RTOR Reduction (vph) 0 0 0 27 0 0 16
Lane Group Flow (vph) 23 1269 136 1791 0 477 7
Confl. Peds. (#/hr) 1
Turn Type Prot NA Prot NA Prot Perm
Protected Phases 7438 6
Permitted Phases 6
Actuated Green, G (s) 1.5 50.6 11.2 60.3 30.8 30.8
Effective Green, g (s) 1.5 50.6 11.2 60.3 30.8 30.8
Actuated g/C Ratio 0.01 0.48 0.11 0.57 0.29 0.29
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 24 1685 186 1925 512 459
v/s Ratio Prot 0.01 0.36 c0.08 c0.53 c0.27
v/s Ratio Perm 0.00
v/c Ratio 0.96 0.75 0.73 0.93 0.93 0.01
Uniform Delay, d1 51.8 22.2 45.5 20.5 36.2 26.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 163.4 2.0 13.8 8.7 23.9 0.0
Delay (s) 215.2 24.2 59.3 29.2 60.1 26.4
Level of Service F C E C E C
Approach Delay (s) 27.6 31.3 58.6
Approach LOS C C E
Intersection Summary
HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 105.2 Sum of lost time (s) 12.6 Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
658
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1790 117 112 1426 0 0 0 137 242 41 518 Future Volume (vph) 0 1790 117 112 1426 0 0 0 137 242 41 518 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3505 1568 1752 3505 1596 3400 1845 1547 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3505 1568 1752 3505 1596 3400 1845 1547 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1946 127 122 1550 0 0 0 149 263 45 563 RTOR Reduction (vph) 0 0 54 0 0 0 0 0 60 0 0 53
Lane Group Flow (vph) 0 1946 73 122 1550 0 0 0 89 263 45 510 Confl. Peds. (#/hr) 1
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 73.2 73.2 9.3 88.2 31.6 16.6 39.3 39.3 Effective Green, g (s) 73.2 73.2 9.3 88.2 31.6 16.6 39.3 39.3 Actuated g/C Ratio 0.52 0.52 0.07 0.63 0.23 0.12 0.28 0.28 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 1832 819 116 2208 360 403 517 434
v/s Ratio Prot c0.56 c0.07 0.44 0.06 0.08 0.02
v/s Ratio Perm 0.05 c0.33
v/c Ratio 1.06 0.09 1.05 0.70 0.25 0.65 0.09 1.17
Uniform Delay, d1 33.4 16.7 65.3 17.2 44.5 58.9 37.1 50.4 Progression Factor 1.00 1.00 0.93 0.99 1.00 1.00 1.00 1.00 Incremental Delay, d2 39.8 0.2 71.5 0.9 0.1 5.5 0.2 100.4 Delay (s) 73.2 16.9 132.1 17.9 44.6 64.5 37.3 150.8
Level of Service E B F B D E D F
Approach Delay (s) 69.8 26.3 44.6 118.8
Approach LOS E C D F
Intersection Summary
HCM 2000 Control Delay 62.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.15
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 82.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
659
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project PM Peak 7: Highland Avenue & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 584 1246 393 234 914 174 230 379 120 83 404 579 Future Volume (veh/h) 584 1246 393 234 914 174 230 379 120 83 404 579 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 621 1326 418 249 972 185 245 403 128 88 430 616 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 245 1536 685 277 1116 212 132 818 365 109 899 706 Arrive On Green 0.28 0.87 0.87 0.16 0.76 0.76 0.01 0.08 0.08 0.06 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 3428 2955 562 3428 3526 1572 1767 3526 2768 Grp Volume(v), veh/h 621 1326 418 249 579 578 245 403 128 88 430 616 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1754 1714 1763 1572 1767 1763 1384 Q Serve(g_s), s 19.4 27.4 10.2 10.0 32.8 33.0 5.4 15.4 10.8 6.9 14.5 29.9 Cycle Q Clear(g_c), s 19.4 27.4 10.2 10.0 32.8 33.0 5.4 15.4 10.8 6.9 14.5 29.9 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 245 1536 685 277 666 663 132 818 365 109 899 706 V/C Ratio(X) 2.54 0.86 0.61 0.90 0.87 0.87 1.85 0.49 0.35 0.81 0.48 0.87 Avail Cap(c_a), veh/h 245 1536 685 277 666 663 132 818 365 172 957 751 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.16 0.16 0.16 0.85 0.85 0.85 0.74 0.74 0.74 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.6 6.9 5.7 58.1 14.7 14.7 69.1 56.7 54.6 64.9 44.2 50.0 Incr Delay (d2), s/veh 693.1 1.2 0.7 25.8 12.7 12.8 404.5 0.6 0.7 6.7 0.7 11.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 54.7 3.4 2.1 5.0 8.7 8.7 9.8 7.3 4.7 3.3 6.4 11.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 743.7 8.0 6.4 83.9 27.3 27.5 473.6 57.3 55.4 71.5 44.9 61.2 LnGrp LOS F A A F C C F E E E D E
Approach Vol, veh/h 2365 1406 776 1134
Approach Delay, s/veh 200.9 37.4 188.4 55.8
Approach LOS F D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.2 38.6 17.9 68.3 12.0 41.8 26.0 60.2 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 14 29.8 * 11 * 59 * 5.4 38.0 * 19 * 51 Max Q Clear Time (g_c+I1), s 8.9 17.4 12.0 29.4 7.4 31.9 21.4 35.0 Green Ext Time (p_c), s 0.0 3.5 0.0 20.2 0.0 3.9 0.0 9.3 Intersection Summary
HCM 6th Ctrl Delay 129.8
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 660
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1003 0 0 973 311 205
Future Volume (vph) 1003 0 0 973 311 205
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 6.1 6.1
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3505 3505 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3505 3505 1752 1568
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 1045 0 0 1014 324 214
RTOR Reduction (vph) 0 0 0 0 0 55
Lane Group Flow (vph) 1045 0 0 1014 324 159
Turn Type NA NA Prot Perm
Protected Phases 2 2 8
Permitted Phases 8
Actuated Green, G (s) 96.4 96.4 33.5 33.5
Effective Green, g (s) 96.4 96.4 33.5 33.5
Actuated g/C Ratio 0.69 0.69 0.24 0.24
Clearance Time (s) 4.0 4.0 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1 5.1
Lane Grp Cap (vph) 2413 2413 419 375
v/s Ratio Prot c0.30 0.29 c0.18
v/s Ratio Perm 0.10
v/c Ratio 0.43 0.42 0.77 0.42
Uniform Delay, d1 9.7 9.6 49.7 45.1
Progression Factor 0.24 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.5 10.1 1.7
Delay (s) 2.7 10.1 59.8 46.8
Level of Service A B E D
Approach Delay (s) 2.7 10.1 54.6
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.1 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
661
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 9: Whitson Street & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR SEU SEL SET SER NWU Lane Configurations
Traffic Volume (vph) 16 48 906 223 70 677 76 19 176 440 39 2 Future Volume (vph) 16 48 906 223 70 677 76 19 176 440 39 2 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 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frpb, ped/bikes 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
Frt 1.00 0.97 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3401 1752 3445 1752 3505 1568
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3401 1752 3445 1752 3505 1568
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) 17 51 964 237 74 720 81 20 187 468 41 2 RTOR Reduction (vph) 0 0 16 0 0 6 0 0 0 0 33 0
Lane Group Flow (vph) 0 68 1185 0 74 795 0 0 207 468 8 0 Confl. Peds. (#/hr) 8
Turn Type Prot Prot NA Prot NA Prot Prot NA Perm Prot
Protected Phases 7 7 4 3 8 1 1 6 5
Permitted Phases 6
Actuated Green, G (s) 5.4 52.5 5.4 52.1 17.2 21.7 21.7
Effective Green, g (s) 5.4 52.5 5.4 52.1 17.2 21.7 21.7 Actuated g/C Ratio 0.05 0.48 0.05 0.47 0.16 0.20 0.20
Clearance Time (s) 4.2 4.2 4.2 4.6 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 86 1623 86 1631 273 691 309
v/s Ratio Prot 0.04 c0.35 c0.04 0.23 0.12 c0.13
v/s Ratio Perm 0.01
v/c Ratio 0.79 0.73 0.86 0.49 0.76 0.68 0.03
Uniform Delay, d1 51.7 23.1 51.9 19.8 44.4 40.9 35.6
Progression Factor 1.00 1.00 1.00 1.00 0.31 0.26 1.00
Incremental Delay, d2 37.6 2.9 53.9 1.0 7.8 1.8 0.0
Delay (s) 89.4 26.0 105.8 20.9 21.7 12.3 35.6
Level of Service F C F C C B D
Approach Delay (s) 29.4 28.0 16.3
Approach LOS C C B
Intersection Summary
HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.2 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
662
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 9: Whitson Street & Floral Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 266 301 39
Future Volume (vph) 266 301 39
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2
Lane Util. Factor 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 3400 3505 1548
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3400 3505 1548
Peak-hour factor, PHF 0.94 0.94 0.94
Adj. Flow (vph) 283 320 41
RTOR Reduction (vph) 0 0 34
Lane Group Flow (vph) 285 320 7
Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm
Protected Phases 5 2
Permitted Phases 2
Actuated Green, G (s) 13.6 18.1 18.1
Effective Green, g (s) 13.6 18.1 18.1
Actuated g/C Ratio 0.12 0.16 0.16
Clearance Time (s) 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 420 576 254
v/s Ratio Prot c0.08 c0.09
v/s Ratio Perm 0.00
v/c Ratio 0.68 0.56 0.03
Uniform Delay, d1 46.1 42.3 38.6
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 4.3 1.2 0.0
Delay (s) 50.4 43.4 38.6
Level of Service D D D
Approach Delay (s) 46.2
Approach LOS D
Intersection Summary
663
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 10: Highland Avenue & SR 99 SB Ramps 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBL NBT NBR SBL SBT SBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 0 0 1011 73 456 557 0 0 459
Future Volume (vph) 0 0 0 1011 73 456 557 0 0 459
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 9.7
Lane Util. Factor 0.95 1.00 1.00 0.95 0.88
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1520 1736 3471 2733
Flt Permitted 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1520 1736 3471 2733
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 1064 77 480 586 0 0 483
RTOR Reduction (vph) 0 0 0 0 40 0 0 0 0 268
Lane Group Flow (vph) 0 0 0 1064 37 480 586 0 0 215
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA Prot
Protected Phases 2 1 6 5
Permitted Phases 2
Actuated Green, G (s) 34.0 34.0 23.5 22.4 31.1
Effective Green, g (s) 34.0 34.0 23.5 22.4 31.1
Actuated g/C Ratio 0.49 0.49 0.34 0.32 0.44
Clearance Time (s) 6.8 6.8 5.7 6.8 9.7
Vehicle Extension (s) 6.8 6.8 2.0 4.9 5.8
Lane Grp Cap (vph) 1685 738 582 1110 1214
v/s Ratio Prot c0.31 c0.28 0.17 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.63 0.05 0.82 0.53 0.18
Uniform Delay, d1 13.4 9.5 21.4 19.5 11.7
Progression Factor 1.26 1.48 1.22 0.91 1.00
Incremental Delay, d2 1.6 0.1 7.4 1.5 0.2
Delay (s) 18.4 14.2 33.5 19.2 11.9
Level of Service B B C B B
Approach Delay (s) 0.0 18.1 25.6 11.9
Approach LOS A B C B
Intersection Summary
HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
664
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project PM Peak 12: Highland Avenue & Stillman Street 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 14 210 50 9 114 109 813 51 68 904 62 Future Volume (veh/h) 186 14 210 50 9 114 109 813 51 68 904 62 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 196 15 221 53 9 120 115 856 54 72 952 65 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 245 310 263 68 249 210 161 1904 120 112 1942 1525 Arrive On Green 0.07 0.17 0.17 0.04 0.13 0.13 0.05 0.57 0.57 0.07 1.00 1.00 Sat Flow, veh/h 3428 1856 1572 1767 1856 1569 3428 3368 212 3428 3526 2768 Grp Volume(v), veh/h 196 15 221 53 9 120 115 448 462 72 952 65 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1856 1569 1714 1763 1817 1714 1763 1384 Q Serve(g_s), s 7.9 1.0 19.1 4.2 0.6 10.0 4.6 20.7 20.7 2.9 0.0 0.0 Cycle Q Clear(g_c), s 7.9 1.0 19.1 4.2 0.6 10.0 4.6 20.7 20.7 2.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 245 310 263 68 249 210 161 996 1027 112 1942 1525 V/C Ratio(X) 0.80 0.05 0.84 0.78 0.04 0.57 0.71 0.45 0.45 0.64 0.49 0.04 Avail Cap(c_a), veh/h 338 622 527 125 570 482 223 996 1027 167 1942 1525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 64.0 49.0 56.5 66.7 52.7 56.8 65.8 17.7 17.7 64.6 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.1 14.6 7.0 0.1 3.7 3.0 1.5 1.4 2.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.5 8.7 2.0 0.3 4.2 2.1 8.4 8.7 1.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.3 49.1 71.1 73.7 52.8 60.5 68.7 19.2 19.2 66.7 0.8 0.0 LnGrp LOS E D E E D EEBBEAA
Approach Vol, veh/h 432 182 1025 1089
Approach Delay, s/veh 70.0 64.0 24.7 5.1
Approach LOS E E C A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 85.5 12.6 30.7 13.2 83.5 17.2 26.1 Change Period (Y+Rc), s * 6.6 6.4 * 7.2 * 7.3 * 6.6 6.4 * 7.2 * 7.3 Max Green Setting (Gmax), s * 6.8 48.9 * 9.9 * 47 * 9.1 46.6 * 14 * 43 Max Q Clear Time (g_c+I1), s 4.9 22.7 6.2 21.1 6.6 2.0 9.9 12.0 Green Ext Time (p_c), s 0.0 13.4 0.0 1.9 0.0 19.6 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 665
HCM 6th TWSC Cumulative Year 2046 No Project PM Peak
13: Highland Avenue & Rose Avenue 05/16/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 86.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 12 21 58 7 123 19 852 66 177 927 57 Future Vol, veh/h 19 12 21 58 7 123 19 852 66 177 927 57 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - None
Storage Length - - 25 - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 3 33333333333
Mvmt Flow 19 12 21 59 7 126 19 869 67 181 946 58
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1813 2311 502 1782 2307 468 1004 0 0 936 0 0 Stage 1 1337 1337 - 941 941 -------
Stage 2 476 974 - 841 1366 -------
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 -------
Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 -------
Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 48 37 512 ~ 51 37 539 680 - - 721 - - Stage 1 160 218 - 281 338 -------
Stage 2 536 326 - 323 211 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 23 27 512 ~ 25 27 539 680 - - 721 - - Mov Cap-2 Maneuver 23 27 - ~ 25 27 -------
Stage 1 156 163 - 273 329 -------
Stage 2 391 317 - 214 158 -------
Approach EB WB NB SB
HCM Control Delay, s$ 322.9 $ 972.9 0.2 1.8

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 680 - - 24 512 67 721 - -
HCM Lane V/C Ratio 0.029 - - 1.318 0.042 2.863 0.251 - - HCM Control Delay (s) 10.4 - -$ 533.3 12.3$ 972.9 11.7 - - HCM Lane LOS B - - F B F B - -
HCM 95th %tile Q(veh) 0.1 - - 4 0.1 19.3 1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 666
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 1: Highland Avenue & Golden State Boulevard 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWU NWL NWT Lane Configurations
Traffic Volume (vph) 294 202 19 49 376 30 6 236 332 2 48 478 Future Volume (vph) 294 202 19 49 376 30 6 236 332 2 48 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1719 1810 1538 1719 1789 1719 3438 1538 1719 3438 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1719 1810 1538 1719 1789 1719 3438 1538 1719 3438 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 320 220 21 53 409 33 7 257 361 2 52 520 RTOR Reduction (vph) 0 0 17 0 3 0 0 0 282 0 0 0
Lane Group Flow (vph) 320 220 4 53 439 0 7 257 79 0 54 520 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot Prot NA Protected Phases 5 2 1 6 7 4 3 3 8
Permitted Phases 2 4
Actuated Green, G (s) 18.5 15.2 15.2 28.5 24.9 0.7 17.8 17.8 3.1 20.2 Effective Green, g (s) 18.5 15.2 15.2 28.5 24.9 0.7 17.8 17.8 3.1 20.2 Actuated g/C Ratio 0.23 0.19 0.19 0.35 0.30 0.01 0.22 0.22 0.04 0.25 Clearance Time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 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) 388 336 285 598 544 14 748 334 65 848 v/s Ratio Prot c0.19 0.12 c0.03 c0.25 0.00 0.07 c0.03 c0.15 v/s Ratio Perm 0.00 0.05
v/c Ratio 0.82 0.65 0.01 0.09 0.81 0.50 0.34 0.24 0.83 0.61 Uniform Delay, d1 30.1 30.9 27.2 17.9 26.2 40.4 27.1 26.4 39.1 27.3 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 13.3 4.5 0.0 0.1 8.6 25.4 0.3 0.4 56.7 1.3 Delay (s) 43.4 35.4 27.2 18.0 34.8 65.8 27.3 26.8 95.8 28.7 Level of Service D D C B C E C C F C
Approach Delay (s) 39.7 33.0 27.4 34.2
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 81.8 Sum of lost time (s) 17.5 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
667
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 1: Highland Avenue & Golden State Boulevard 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWR
Lane Configurations
Traffic Volume (vph) 38
Future Volume (vph) 38
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.2
Lane Util. Factor 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1538
Flt Permitted 1.00
Satd. Flow (perm) 1538
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 41
RTOR Reduction (vph) 31
Lane Group Flow (vph) 10
Heavy Vehicles (%) 5%
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 20.2
Effective Green, g (s) 20.2
Actuated g/C Ratio 0.25
Clearance Time (s) 4.2
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 379
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.03
Uniform Delay, d1 23.3
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 23.4
Level of Service C
Approach Delay (s)
Approach LOS
Intersection Summary
668
HCM 6th AWSC Cumulative Year 2046 No Project AM Peak
2: DeWolf Avenue & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 156 4 13 127 14 1 6 16 16 9 0
Future Vol, veh/h 14 156 4 13 127 14 1 6 16 16 9 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 170 4 14 138 15 1 7 17 17 10 0
Number of Lanes 0 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 8.7 8.6 7.6 8.1

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 4% 8% 100% 0% 64%
Vol Thru, % 26% 90% 0% 90% 36%
Vol Right, % 70% 2% 0% 10% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 23 174 13 141 25
LT Vol 1 14 13 0 16
Through Vol 6 156 0 127 9
RT Vol 16 4 0 14 0
Lane Flow Rate 25 189 14 153 27
Geometry Grp 25772
Degree of Util (X) 0.031 0.23 0.021 0.199 0.037
Departure Headway (Hd) 4.398 4.371 5.239 4.668 4.931
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 817 827 677 760 729
Service Time 2.411 2.371 3.021 2.45 2.944
HCM Lane V/C Ratio 0.031 0.229 0.021 0.201 0.037
HCM Control Delay 7.6 8.7 8.1 8.6 8.1
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0.9 0.1 0.7 0.1
669
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 4: Floral Avenue & Walmart Main Driveway 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 12 430 147 613 252 199 6
Future Volume (vph) 12 430 147 613 252 199 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 0.97
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.96 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 3505 1752 3331 3397
Flt Permitted 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 3505 1752 3331 3397
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 467 160 666 274 216 7
RTOR Reduction (vph) 0 0 0 63 0 4 0
Lane Group Flow (vph) 13 467 160 877 0 219 0
Confl. Peds. (#/hr) 1
Turn Type Prot NA Prot NA Prot
Protected Phases 7438 6
Permitted Phases
Actuated Green, G (s) 0.6 16.8 7.0 23.2 6.1
Effective Green, g (s) 0.6 16.8 7.0 23.2 6.1
Actuated g/C Ratio 0.01 0.40 0.16 0.55 0.14
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 24 1385 288 1818 487
v/s Ratio Prot 0.01 0.13 c0.09 c0.26 c0.06
v/s Ratio Perm
v/c Ratio 0.54 0.34 0.56 0.48 0.45
Uniform Delay, d1 20.8 9.0 16.3 5.9 16.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 22.7 0.1 2.3 0.2 0.7
Delay (s) 43.5 9.1 18.6 6.2 17.3
Level of Service D A B A B
Approach Delay (s) 10.0 8.0 17.3
Approach LOS B A B
Intersection Summary
HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 42.5 Sum of lost time (s) 12.6 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
670
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 685 49 54 810 0 0 0 51 185 23 200 Future Volume (vph) 0 685 49 54 810 0 0 0 51 185 23 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.86 1.00 0.88 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1553 1736 3471 1580 3367 1529 1475 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1553 1736 3471 1580 3367 1529 1475 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 737 53 58 871 0 0 0 55 199 25 215
RTOR Reduction (vph) 0 0 31 0 0 0 0 0 44 0 35 83
Lane Group Flow (vph) 0 737 22 58 871 0 0 0 11 199 87 35 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 28.7 28.7 2.6 37.0 14.0 8.7 20.5 20.5 Effective Green, g (s) 28.7 28.7 2.6 37.0 14.0 8.7 20.5 20.5 Actuated g/C Ratio 0.41 0.41 0.04 0.53 0.20 0.12 0.29 0.29 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 1423 636 64 1834 316 418 447 431
v/s Ratio Prot c0.21 0.03 c0.25 0.01 c0.06 c0.06
v/s Ratio Perm 0.01 0.02
v/c Ratio 0.52 0.03 0.91 0.47 0.03 0.48 0.19 0.08
Uniform Delay, d1 15.5 12.4 33.6 10.4 22.6 28.5 18.6 17.9 Progression Factor 1.00 1.00 1.28 1.08 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.1 72.7 0.8 0.0 2.1 0.5 0.2
Delay (s) 16.8 12.5 115.7 12.0 22.6 30.6 19.1 18.1
Level of Service B B F B C C B B
Approach Delay (s) 16.5 18.4 22.6 24.1
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 19.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
671
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project AM Peak 7: Highland Avenue & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 607 204 229 746 145 158 261 92 53 383 304 Future Volume (veh/h) 230 607 204 229 746 145 158 261 92 53 383 304 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 235 619 208 234 761 148 161 266 94 54 391 310 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 283 1805 883 280 1802 803 169 624 278 69 589 690 Arrive On Green 0.16 1.00 1.00 0.16 1.00 1.00 0.10 0.35 0.35 0.04 0.17 0.17 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 3428 3526 1567 1767 3526 2768 Grp Volume(v), veh/h 235 619 208 234 761 148 161 266 94 54 391 310 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1714 1763 1572 1714 1763 1567 1767 1763 1384 Q Serve(g_s), s 9.3 0.0 0.0 9.3 0.0 0.0 6.5 8.0 6.2 4.2 14.5 13.3 Cycle Q Clear(g_c), s 9.3 0.0 0.0 9.3 0.0 0.0 6.5 8.0 6.2 4.2 14.5 13.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 283 1805 883 280 1802 803 169 624 278 69 589 690 V/C Ratio(X) 0.83 0.34 0.24 0.84 0.42 0.18 0.95 0.43 0.34 0.78 0.66 0.45 Avail Cap(c_a), veh/h 451 1805 883 384 1802 803 169 881 392 125 957 979 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.88 0.88 0.88 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 0.0 0.0 57.6 0.0 0.0 62.9 39.8 39.2 66.7 54.6 44.4 Incr Delay (d2), s/veh 3.2 0.5 0.6 7.3 0.6 0.4 48.8 0.6 1.0 6.9 2.2 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.1 0.1 4.0 0.2 0.1 3.8 3.2 2.3 2.0 6.6 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 0.5 0.6 65.0 0.6 0.4 111.8 40.4 40.2 73.6 56.8 45.2 LnGrp LOS EAAEAAFDDEED
Approach Vol, veh/h 1062 1143 521 755
Approach Delay, s/veh 13.8 13.8 62.4 53.3
Approach LOS B B E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 30.9 18.0 79.0 13.5 29.5 18.1 78.9 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 9.9 35.0 * 16 * 53 * 6.9 38.0 * 18 * 50 Max Q Clear Time (g_c+I1), s 6.2 10.0 11.3 2.0 8.5 16.5 11.3 2.0 Green Ext Time (p_c), s 0.0 3.1 0.2 9.5 0.0 6.2 0.3 11.0 Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 672
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project AM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 550 0 0 775 373 77
Future Volume (vph) 550 0 0 775 373 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 0.97
Frt 1.00 1.00 0.97
Flt Protected 1.00 1.00 0.96
Satd. Flow (prot) 3505 3505 3348
Flt Permitted 1.00 1.00 0.96
Satd. Flow (perm) 3505 3505 3348
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 598 0 0 842 405 84
RTOR Reduction (vph) 0 0 0 0 34 0
Lane Group Flow (vph) 598 0 0 842 455 0
Turn Type NA NA Prot
Protected Phases 2 2 8
Permitted Phases
Actuated Green, G (s) 41.2 41.2 16.6
Effective Green, g (s) 41.2 41.2 16.6
Actuated g/C Ratio 0.59 0.59 0.24
Clearance Time (s) 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1
Lane Grp Cap (vph) 2062 2062 793
v/s Ratio Prot 0.17 c0.24 c0.14
v/s Ratio Perm
v/c Ratio 0.29 0.41 0.57
Uniform Delay, d1 7.1 7.8 23.6
Progression Factor 1.32 1.00 1.00
Incremental Delay, d2 0.3 0.6 1.6
Delay (s) 9.8 8.4 25.2
Level of Service A A C
Approach Delay (s) 9.8 8.4 25.2
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
673
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project AM Peak 13: Highland Avenue & Rose Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 10 23 44 2 125 19 771 43 90 562 35 Future Volume (veh/h) 41 10 23 44 2 125 19 771 43 90 562 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 44 11 0 47 2 133 20 820 46 96 598 37 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 999999999999
Cap, veh/h 63 230 66 3 195 33 1101 62 119 1259 78
Arrive On Green 0.04 0.13 0.00 0.04 0.13 0.13 0.02 0.34 0.34 0.07 0.39 0.39 Sat Flow, veh/h 1682 1767 0 1682 22 1475 1682 3231 181 1682 3211 198 Grp Volume(v), veh/h 44 11 0 47 0 135 20 426 440 96 312 323 Grp Sat Flow(s),veh/h/ln 1682 1767 0 1682 0 1497 1682 1678 1734 1682 1678 1731 Q Serve(g_s), s 1.2 0.3 0.0 1.3 0.0 4.0 0.6 10.5 10.5 2.6 6.5 6.6 Cycle Q Clear(g_c), s 1.2 0.3 0.0 1.3 0.0 4.0 0.6 10.5 10.5 2.6 6.5 6.6 Prop In Lane 1.00 0.00 1.00 0.99 1.00 0.10 1.00 0.11
Lane Grp Cap(c), veh/h 63 230 66 0 198 33 572 591 119 658 679 V/C Ratio(X) 0.70 0.05 0.72 0.00 0.68 0.61 0.74 0.74 0.81 0.47 0.48 Avail Cap(c_a), veh/h 157 676 157 0 617 154 788 814 207 842 868 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.4 17.9 0.0 22.3 0.0 19.5 22.9 13.7 13.7 21.5 10.7 10.7 Incr Delay (d2), s/veh 13.4 0.1 0.0 13.5 0.0 4.1 16.7 2.5 2.4 11.9 0.5 0.5 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 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 0.7 0.0 1.4 0.3 3.3 3.4 1.3 1.8 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.8 18.0 0.0 35.8 0.0 23.6 39.6 16.2 16.1 33.4 11.2 11.2 LnGrp LOS D B D A C D B B C B B
Approach Vol, veh/h 55 182 886 731
Approach Delay, s/veh 32.2 26.7 16.7 14.1
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 21.3 6.0 12.1 5.1 23.8 5.9 12.2 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 5.8 22.1 * 4.4 18.0 * 4.3 23.6 * 4.4 * 19 Max Q Clear Time (g_c+I1), s 4.6 12.5 3.3 2.3 2.6 8.6 3.2 6.0 Green Ext Time (p_c), s 0.0 3.5 0.0 0.0 0.0 3.1 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 674
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 1: Highland Avenue & Golden State Boulevard 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEU SEL SET SER NWU NWL Lane Configurations
Traffic Volume (vph) 344 585 47 55 521 8 1 33 496 438 3 23 Future Volume (vph) 344 585 47 55 521 8 1 33 496 438 3 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 1845 1548 1752 1840 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 1845 1548 1752 1840 1752 3505 1568 1752 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 370 629 51 59 560 9 1 35 533 471 3 25
RTOR Reduction (vph) 0 0 27 0 1 0 0 0 0 199 0 0
Lane Group Flow (vph) 370 629 24 59 568 0 0 36 533 272 0 28 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Prot Prot NA Perm Prot Prot Protected Phases 5 2 1 6 7 7 4 3 3
Permitted Phases 2 4
Actuated Green, G (s) 26.2 50.0 50.0 11.0 34.5 3.6 25.0 25.0 2.1 Effective Green, g (s) 26.2 50.0 50.0 11.0 34.5 3.6 25.0 25.0 2.1 Actuated g/C Ratio 0.25 0.47 0.47 0.10 0.33 0.03 0.24 0.24 0.02 Clearance Time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 435 876 735 183 602 59 832 372 34
v/s Ratio Prot c0.21 0.34 0.03 c0.31 c0.02 0.15 0.02
v/s Ratio Perm 0.02 c0.17
v/c Ratio 0.85 0.72 0.03 0.32 0.94 0.61 0.64 0.73 0.82
Uniform Delay, d1 37.7 22.0 14.8 43.7 34.5 50.2 36.1 37.0 51.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 2.8 0.0 1.0 23.6 17.2 1.7 7.2 85.0 Delay (s) 52.4 24.9 14.8 44.7 58.0 67.4 37.8 44.3 136.4 Level of Service D C B D E E D D F
Approach Delay (s) 34.1 56.8 41.8
Approach LOS C E D
Intersection Summary
HCM 2000 Control Delay 42.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 105.3 Sum of lost time (s) 17.5 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
675
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 1: Highland Avenue & Golden State Boulevard 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWT NWR
Lane Configurations
Traffic Volume (vph) 297 76
Future Volume (vph) 297 76
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
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 0.93 0.93
Adj. Flow (vph) 319 82
RTOR Reduction (vph) 0 64
Lane Group Flow (vph) 319 18
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 23.5 23.5
Effective Green, g (s) 23.5 23.5
Actuated g/C Ratio 0.22 0.22
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 782 349
v/s Ratio Prot 0.09
v/s Ratio Perm 0.01
v/c Ratio 0.41 0.05
Uniform Delay, d1 35.0 32.1
Progression Factor 1.00 1.00
Incremental Delay, d2 0.3 0.1
Delay (s) 35.3 32.2
Level of Service D C
Approach Delay (s) 41.3
Approach LOS D
Intersection Summary
676
HCM 6th AWSC Cumulative Year 2046 No Project PM Peak
2: DeWolf Avenue & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh16.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 305 12 209 337 26 7 5 276 21 13 2
Future Vol, veh/h 0 305 12 209 337 26 7 5 276 21 13 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 332 13 227 366 28 8 5 300 23 14 2
Number of Lanes 0 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 16.9 18.2 14.8 11

HCM LOS C C B B

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 2% 0% 100% 0% 58%
Vol Thru, % 2% 96% 0% 93% 36%
Vol Right, % 96% 4% 0% 7% 6%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 288 317 209 363 36
LT Vol 7 0 209 0 21
Through Vol 5 305 0 337 13
RT Vol 276 12 0 26 2
Lane Flow Rate 313 345 227 395 39
Geometry Grp 25772
Degree of Util (X) 0.506 0.574 0.421 0.67 0.08
Departure Headway (Hd) 5.821 5.993 6.675 6.116 7.376
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 614 600 536 588 489
Service Time 3.898 4.068 4.448 3.889 5.376
HCM Lane V/C Ratio 0.51 0.575 0.424 0.672 0.08
HCM Control Delay 14.8 16.9 14.3 20.5 11
HCM Lane LOS B C B C B
HCM 95th-tile Q 2.9 3.6 2.1 5 0.3
677
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 4: Floral Avenue & Walmart Main Driveway 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 22 1206 129 1307 420 453 22
Future Volume (vph) 22 1206 129 1307 420 453 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 0.97
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.96 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1752 3505 1752 3359 3392
Flt Permitted 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1752 3505 1752 3359 3392
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 23 1269 136 1376 442 477 23
RTOR Reduction (vph) 0 0 0 23 0 4 0
Lane Group Flow (vph) 23 1269 136 1795 0 496 0
Confl. Peds. (#/hr) 1
Turn Type Prot NA Prot NA Prot
Protected Phases 7438 6
Permitted Phases
Actuated Green, G (s) 1.4 41.4 17.1 57.1 18.6
Effective Green, g (s) 1.4 41.4 17.1 57.1 18.6
Actuated g/C Ratio 0.02 0.46 0.19 0.64 0.21
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 27 1617 333 2138 703
v/s Ratio Prot 0.01 c0.36 0.08 c0.53 c0.15
v/s Ratio Perm
v/c Ratio 0.85 0.78 0.41 0.84 0.71
Uniform Delay, d1 44.0 20.4 31.9 12.7 33.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 110.0 2.6 0.8 3.1 3.2
Delay (s) 154.0 23.0 32.7 15.8 36.2
Level of Service F C C B D
Approach Delay (s) 25.3 17.0 36.2
Approach LOS C B D
Intersection Summary
HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 89.7 Sum of lost time (s) 12.6 Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
678
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1790 117 112 1426 0 0 0 137 242 41 518 Future Volume (vph) 0 1790 117 112 1426 0 0 0 137 242 41 518 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 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 1.00 0.86 1.00 0.87 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3505 1568 1752 3505 1596 3400 1510 1470 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3505 1568 1752 3505 1596 3400 1510 1470 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1946 127 122 1550 0 0 0 149 263 45 563 RTOR Reduction (vph) 0 0 48 0 0 0 0 0 64 0 42 58
Lane Group Flow (vph) 0 1946 79 122 1550 0 0 0 85 263 268 240 Confl. Peds. (#/hr) 1
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 81.1 81.1 10.7 97.5 23.7 16.6 30.0 30.0 Effective Green, g (s) 81.1 81.1 10.7 97.5 23.7 16.6 30.0 30.0 Actuated g/C Ratio 0.58 0.58 0.08 0.70 0.17 0.12 0.21 0.21 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 2030 908 133 2440 270 403 323 315
v/s Ratio Prot c0.56 c0.07 0.44 0.05 0.08 c0.18
v/s Ratio Perm 0.05 0.16
v/c Ratio 0.96 0.09 0.92 0.64 0.31 0.65 0.83 0.76
Uniform Delay, d1 27.9 13.1 64.2 11.6 51.0 58.9 52.6 51.6 Progression Factor 1.00 1.00 0.84 1.07 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.4 0.2 37.5 0.8 0.2 5.5 18.4 12.7 Delay (s) 40.2 13.2 91.6 13.2 51.3 64.5 71.0 64.3
Level of Service D B F B D E E E
Approach Delay (s) 38.6 18.9 51.3 66.7
Approach LOS D B D E
Intersection Summary
HCM 2000 Control Delay 37.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
679
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project PM Peak 7: Highland Avenue & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 548 1246 393 234 914 174 230 379 120 83 404 579 Future Volume (veh/h) 548 1246 393 234 914 174 230 379 120 83 404 579 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 583 1326 418 249 972 185 245 403 128 88 430 616 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 621 1710 828 284 1364 608 142 537 239 159 707 1057 Arrive On Green 0.24 0.65 0.65 0.11 0.51 0.51 0.01 0.05 0.05 0.09 0.20 0.20 Sat Flow, veh/h 3428 3526 1572 3428 3526 1571 3428 3526 1572 1767 3526 2768 Grp Volume(v), veh/h 583 1326 418 249 972 185 245 403 128 88 430 616 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1714 1763 1571 1714 1763 1572 1767 1763 1384 Q Serve(g_s), s 23.4 37.4 7.5 10.0 29.6 6.6 5.8 15.8 8.8 6.7 15.5 17.6 Cycle Q Clear(g_c), s 23.4 37.4 7.5 10.0 29.6 6.6 5.8 15.8 8.8 6.7 15.5 17.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 621 1710 828 284 1364 608 142 537 239 159 707 1057 V/C Ratio(X) 0.94 0.78 0.50 0.88 0.71 0.30 1.72 0.75 0.53 0.55 0.61 0.58 Avail Cap(c_a), veh/h 622 1710 828 284 1364 608 142 761 339 172 957 1253 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.33 0.33 0.33 0.84 0.84 0.84 0.74 0.74 0.74 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 19.4 5.5 61.6 28.0 11.1 69.0 63.9 39.0 61.0 50.9 18.1 Incr Delay (d2), s/veh 9.6 1.2 0.7 21.2 2.7 1.1 347.2 3.0 2.3 1.5 1.5 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 0.0 %ile BackOfQ(50%),veh/ln 10.5 13.5 2.8 5.1 12.0 3.5 9.4 7.7 3.8 3.1 7.0 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 20.6 6.3 82.7 30.7 12.2 416.2 66.8 41.3 62.5 52.4 18.9 LnGrp LOS E C A F C B F E D E D B
Approach Vol, veh/h 2327 1406 776 1134
Approach Delay, s/veh 28.4 37.5 172.9 35.0
Approach LOS C D F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.2 27.4 18.2 75.2 12.4 34.2 32.0 61.5 Change Period (Y+Rc), s 6.6 * 6.1 * 6.6 * 7.3 6.6 * 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s 13.6 * 30 * 12 * 58 5.8 * 38 * 25 * 44 Max Q Clear Time (g_c+I1), s 8.7 17.8 12.0 39.4 7.8 19.6 25.4 31.6 Green Ext Time (p_c), s 0.0 3.5 0.0 14.3 0.0 8.5 0.0 7.7 Intersection Summary
HCM 6th Ctrl Delay 51.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 680
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 No Project PM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1003 0 0 973 311 205
Future Volume (vph) 1003 0 0 973 311 205
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 6.1
Lane Util. Factor 0.95 0.95 0.97
Frt 1.00 1.00 0.94
Flt Protected 1.00 1.00 0.97
Satd. Flow (prot) 3505 3505 3267
Flt Permitted 1.00 1.00 0.97
Satd. Flow (perm) 3505 3505 3267
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 1045 0 0 1014 324 214
RTOR Reduction (vph) 0 0 0 0 44 0
Lane Group Flow (vph) 1045 0 0 1014 494 0
Turn Type NA NA Prot
Protected Phases 2 2 8
Permitted Phases
Actuated Green, G (s) 101.0 101.0 28.9
Effective Green, g (s) 101.0 101.0 28.9
Actuated g/C Ratio 0.72 0.72 0.21
Clearance Time (s) 4.0 4.0 6.1
Vehicle Extension (s) 3.8 3.8 5.1
Lane Grp Cap (vph) 2528 2528 674
v/s Ratio Prot c0.30 0.29 c0.15
v/s Ratio Perm
v/c Ratio 0.41 0.40 0.73
Uniform Delay, d1 7.7 7.6 51.9
Progression Factor 0.11 1.00 1.00
Incremental Delay, d2 0.3 0.5 5.0
Delay (s) 1.2 8.1 57.0
Level of Service A A E
Approach Delay (s) 1.2 8.1 57.0
Approach LOS A A E
Intersection Summary
HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.1 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
681
HCM 6th Signalized Intersection Summary Cumulative Year 2046 No Project PM Peak 13: Highland Avenue & Rose Avenue 05/19/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 12 21 58 7 123 19 852 66 177 927 57 Future Volume (veh/h) 19 12 21 58 7 123 19 852 66 177 927 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 12 0 59 7 126 19 869 67 181 946 58 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 33 188 79 11 192 33 1230 95 153 1480 91
Arrive On Green 0.02 0.10 0.00 0.04 0.13 0.13 0.02 0.37 0.37 0.09 0.44 0.44 Sat Flow, veh/h 1767 1856 0 1767 83 1502 1767 3317 256 1767 3374 207 Grp Volume(v), veh/h 19 12 0 59 0 133 19 462 474 181 494 510 Grp Sat Flow(s),veh/h/ln 1767 1856 0 1767 0 1585 1767 1763 1810 1767 1763 1818 Q Serve(g_s), s 0.5 0.3 0.0 1.6 0.0 4.0 0.5 11.1 11.1 4.3 10.9 10.9 Cycle Q Clear(g_c), s 0.5 0.3 0.0 1.6 0.0 4.0 0.5 11.1 11.1 4.3 10.9 10.9 Prop In Lane 1.00 0.00 1.00 0.95 1.00 0.14 1.00 0.11
Lane Grp Cap(c), veh/h 33 188 79 0 202 33 653 671 153 773 798 V/C Ratio(X) 0.58 0.06 0.74 0.00 0.66 0.58 0.71 0.71 1.18 0.64 0.64 Avail Cap(c_a), veh/h 153 1292 153 0 1149 153 1139 1169 153 1139 1175 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 20.2 0.0 23.4 0.0 20.6 24.2 13.3 13.3 22.7 10.9 10.9 Incr Delay (d2), s/veh 15.1 0.1 0.0 12.9 0.0 3.6 15.1 1.4 1.4 130.6 0.9 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 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.1 0.0 0.9 0.0 1.5 0.3 3.5 3.5 7.1 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 20.3 0.0 36.3 0.0 24.2 39.3 14.7 14.7 153.3 11.8 11.7 LnGrp LOS D C D A C D B B F B B
Approach Vol, veh/h 31 192 955 1185
Approach Delay, s/veh 31.9 27.9 15.2 33.4
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 23.7 6.4 11.0 5.1 27.1 5.1 12.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 4.3 32.1 * 4.3 34.6 * 4.3 32.1 * 4.3 * 36 Max Q Clear Time (g_c+I1), s 6.3 13.1 3.6 2.3 2.5 12.9 2.5 6.0 Green Ext Time (p_c), s 0.0 5.3 0.0 0.0 0.0 5.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 682
Queuing and Blocking Report Cumulative Year 2046 No Project AM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB NB SB SB SE SE SE NW NW NW
Directions Served L T R L TR T T R UL T T
Maximum Queue (ft) 300 298 120 270 558 79 99 156 56 137 104 Average Queue (ft) 174 119 14 64 296 25 19 61 6 38 36
95th Queue (ft) 294 245 64 217 485 62 59 140 28 99 92
Link Distance (ft) 345 1303 2547 2547 1101 1101
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 80 150 70 75
Storage Blk Time (%) 6 12 44 17040
Queuing Penalty (veh) 14 37 21 48020
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement EB WB
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB WB WB WB SB SB
Directions Served L T T U T TR L LR
Maximum Queue (ft) 32 124 112 140 198 182 70 137
Average Queue (ft) 9 68 52 71 93 61 27 60
95th Queue (ft) 31 115 103 112 174 131 63 104
Link Distance (ft) 1170 1170 669 669 715
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 120 100
Storage Blk Time (%) 2 1 3 1
Queuing Penalty (veh) 0 2 4 1

WB NB SB

LTR L TR LTR LTR
68 31 79 30 31
37 12 38 11 10
60 34 60 32 31
2669 2638 2731 2628
250
683
Queuing and Blocking Report Cumulative Year 2046 No Project AM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L TR R
Maximum Queue (ft) 183 205 150 72 249 199 64 138 136 141 47 Average Queue (ft) 83 96 18 37 126 85 18 49 69 52 22
95th Queue (ft) 140 162 63 78 201 178 45 92 123 96 44
Link Distance (ft) 669 669 512 512 217 1827
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 4 1
Queuing Penalty (veh) 2 1
Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 151 249 341 313 120 200 250 321 231 99 154 280 Average Queue (ft) 97 86 136 154 80 106 112 177 156 25 93 110 95th Queue (ft) 144 159 232 249 161 180 242 277 238 62 153 201 Link Distance (ft) 512 512 466 466
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 60 150 150 250 170 170
Storage Blk Time (%) 1 33 1 6 3 13 0 0 0
Queuing Penalty (veh) 2 63 5 22 10 29 0 0 0
Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB NB SB SB SB SB SB
Directions Served T T R L T T R R
Maximum Queue (ft) 598 390 129 200 280 236 124 121
Average Queue (ft) 133 99 39 64 165 116 58 48
95th Queue (ft) 327 256 93 157 254 200 105 88
Link Distance (ft) 575 575 1136 1136
Upstream Blk Time (%) 1
Queuing Penalty (veh) 5
Storage Bay Dist (ft) 80 100 200 200
Storage Blk Time (%) 8 18 0 0 35 3
Queuing Penalty (veh) 12 17 0 0 18 10
684
Queuing and Blocking Report Cumulative Year 2046 No Project AM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served T T T T L LR
Maximum Queue (ft) 174 205 233 173 153 198
Average Queue (ft) 58 74 90 63 92 120
95th Queue (ft) 139 167 192 132 152 182
Link Distance (ft) 466 466 550 550 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE NW NW NW
Directions Served UL T TR L T TR UL T T UL L T
Maximum Queue (ft) 144 192 178 150 208 238 148 102 114 102 71 188 Average Queue (ft) 15 52 84 48 90 96 56 46 56 15 23 95
95th Queue (ft) 63 129 166 118 176 191 122 89 100 53 51 146 Link Distance (ft) 550 550 2655 2655 935 935 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 130 120 120
Storage Blk Time (%) 0 3 3 7 2 8 0 4
Queuing Penalty (veh) 0 1 10 5 2 1 0 5
Intersection: 9: Whitson Street & Floral Avenue
Movement NW NW
Directions Served T R
Maximum Queue (ft) 175 134
Average Queue (ft) 106 4
95th Queue (ft) 154 44
Link Distance (ft) 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 70
Storage Blk Time (%) 29
Queuing Penalty (veh) 7
685
Queuing and Blocking Report Cumulative Year 2046 No Project AM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 250 264 194 393 353 183 160
Average Queue (ft) 115 112 159 145 100 98 49
95th Queue (ft) 229 229 224 339 215 160 123
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 30 7 0 0
Queuing Penalty (veh) 60 27 0 0
Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB WB WB WB NB NB NB NB SB
Directions Served L L T R L T R L L T TR L
Maximum Queue (ft) 22 66 35 48 49 30 76 50 48 358 378 130 Average Queue (ft) 1 9 5 9 13 6 33 22 4 166 187 45
95th Queue (ft) 8 33 19 27 39 25 70 53 24 316 334 100
Link Distance (ft) 291 356 356 673 673
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 100 100 300 300 320
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Intersection: 12: Highland Avenue & Stillman Street
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 48 283 308 49
Average Queue (ft) 8 96 113 19
95th Queue (ft) 31 221 247 44
Link Distance (ft) 762 762
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 320 320
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
686
Queuing and Blocking Report Cumulative Year 2046 No Project AM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 76 90 109 78 72 190 214 137 161 199
Average Queue (ft) 28 23 34 49 15 93 98 54 59 88
95th Queue (ft) 66 55 79 79 45 156 169 103 136 170
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 411
687
Queuing and Blocking Report Cumulative Year 2046 No Project PM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB NB B29 B29 SB SB SE SE SE SE NW
Directions Served L T R T L TR UL T T R UL
Maximum Queue (ft) 345 441 120 1144 1026 269 1342 42 386 416 170 41 Average Queue (ft) 250 353 9 384 239 89 793 5 136 177 132 6 95th Queue (ft) 399 519 46 1087 904 269 1467 22 251 333 204 27 Link Distance (ft) 345 1136 1136 1303 2547 2547
Upstream Blk Time (%) 3 21 0 16
Queuing Penalty (veh) 0 236 2 0
Storage Bay Dist (ft) 250 80 150 200 70 75
Storage Blk Time (%) 18 40 66 1 23 32
Queuing Penalty (veh) 117 162 36 0 103 78
Intersection: 1: Highland Avenue & Golden State Boulevard Movement NW NW NW
Directions Served T T R
Maximum Queue (ft) 93 105 5
Average Queue (ft) 21 27 0
95th Queue (ft) 66 70 2
Link Distance (ft) 1101 1101
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 120
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 0 0
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement EB WB WB NB SB
Directions Served LTR L TR LTR LTR
Maximum Queue (ft) 98 73 77 144 51
Average Queue (ft) 53 43 48 59 19
95th Queue (ft) 77 63 72 105 41
Link Distance (ft) 2669 2638 2731 2628
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
688
Queuing and Blocking Report Cumulative Year 2046 No Project PM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB WB WB WB SB SB
Directions Served L T T U T TR L LR
Maximum Queue (ft) 189 786 798 195 681 712 200 586
Average Queue (ft) 42 552 553 158 458 444 150 249
95th Queue (ft) 154 877 886 241 737 773 236 467
Link Distance (ft) 1170 1170 669 669 715
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 9 10
Storage Bay Dist (ft) 100 120 100
Storage Blk Time (%) 65 38 31 24 52
Queuing Penalty (veh) 14 255 40 58 117
Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L TR R
Maximum Queue (ft) 689 719 150 300 508 461 230 190 204 284 246 Average Queue (ft) 641 649 81 152 335 282 67 93 98 155 127 95th Queue (ft) 831 829 195 302 514 453 145 157 160 232 203 Link Distance (ft) 669 669 512 512 217 1827
Upstream Blk Time (%) 12 17 0 1
Queuing Penalty (veh) 111 155 2 0
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 50 0 2 17
Queuing Penalty (veh) 58 0 17 20
689
Queuing and Blocking Report Cumulative Year 2046 No Project PM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 225 250 551 564 120 199 250 529 509 370 225 280 Average Queue (ft) 216 241 466 468 83 145 191 373 357 165 177 210 95th Queue (ft) 243 281 648 664 160 220 336 565 524 421 277 335 Link Distance (ft) 512 512 466 466
Upstream Blk Time (%) 6 5 7 3
Queuing Penalty (veh) 69 52 46 20
Storage Bay Dist (ft) 200 200 60 150 150 250 170 170
Storage Blk Time (%) 48 41 11 47 5 35 6 38 20 48 57
Queuing Penalty (veh) 313 266 67 162 34 166 31 88 35 91 109 Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB NB SB SB SB SB SB
Directions Served T T R L T T R R
Maximum Queue (ft) 604 613 130 200 287 279 285 250
Average Queue (ft) 288 235 68 86 182 114 127 110
95th Queue (ft) 570 517 145 181 262 197 235 197
Link Distance (ft) 575 575 1136 1136
Upstream Blk Time (%) 10 0
Queuing Penalty (veh) 48 1
Storage Bay Dist (ft) 80 100 200 200
Storage Blk Time (%) 13 28 3 9 38 0 3 0
Queuing Penalty (veh) 23 33 5 17 31 0 6 0
Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served T T T T L LR
Maximum Queue (ft) 376 407 356 327 355 442
Average Queue (ft) 70 82 163 141 181 245
95th Queue (ft) 208 230 323 291 305 389
Link Distance (ft) 466 466 550 550 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350
Storage Blk Time (%) 0 3
Queuing Penalty (veh) 0 5
690
Queuing and Blocking Report Cumulative Year 2046 No Project PM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE SE NW NW
Directions Served UL T TR L T TR UL T T R UL L
Maximum Queue (ft) 145 478 512 150 221 222 228 240 254 140 158 159 Average Queue (ft) 84 270 304 73 132 146 90 109 128 14 59 90 95th Queue (ft) 185 463 504 154 202 214 171 214 238 81 120 149 Link Distance (ft) 550 550 2655 2655 935 935
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 130 70 120 120
Storage Blk Time (%) 0 35 14 17 4 11 29 0 3
Queuing Penalty (veh) 0 22 48 12 8 21 11 1 4
Intersection: 9: Whitson Street & Floral Avenue
Movement NW NW NW
Directions Served T T R
Maximum Queue (ft) 145 154 129
Average Queue (ft) 68 86 4
95th Queue (ft) 122 130 43
Link Distance (ft) 2910 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 70
Storage Blk Time (%) 2 24
Queuing Penalty (veh) 5 9
Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 279 246 194 411 218 156 118
Average Queue (ft) 114 110 178 205 111 96 42
95th Queue (ft) 229 214 210 425 187 145 95
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 39 14 0
Queuing Penalty (veh) 99 63 0
691
Queuing and Blocking Report Cumulative Year 2046 No Project PM Peak Improved 05/19/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB B31 WB WB WB NB NB NB NB
Directions Served L L T R T L T R L L T TR
Maximum Queue (ft) 100 124 362 220 61 95 38 76 125 118 329 367 Average Queue (ft) 69 94 70 86 2 35 9 42 70 31 154 178
95th Queue (ft) 120 142 235 202 20 80 32 68 118 81 287 309 Link Distance (ft) 291 221 356 356 673 673
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 75 75 100 100 300 300
Storage Blk Time (%) 6 37 0 4 0 1
Queuing Penalty (veh) 14 82 0 8 0 1
Intersection: 12: Highland Avenue & Stillman Street
Movement SB SB SB SB SB
Directions Served L L T T R
Maximum Queue (ft) 109 56 444 391 43
Average Queue (ft) 45 11 173 173 14
95th Queue (ft) 80 42 308 307 35
Link Distance (ft) 762 762
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 320 320 320
Storage Blk Time (%) 2 2
Queuing Penalty (veh) 1 1
Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 72 74 76 77 118 242 261 278 299 336
Average Queue (ft) 14 19 42 45 24 131 126 163 130 141
95th Queue (ft) 42 48 82 73 74 217 214 298 276 284
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0 9 1
Queuing Penalty (veh) 0 43 1
Network Summary
Network wide Queuing Penalty: 3773
692
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | I
(559) 570-8991
Appendix I: Cumulative Year 2046 plus Project Traffic Conditions 693
694
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 1: Highland Avenue & Golden State Boulevard 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWU NWL NWT Lane Configurations
Traffic Volume (vph) 327 212 19 49 389 30 6 236 349 2 48 478 Future Volume (vph) 327 212 19 49 389 30 6 236 349 2 48 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1719 1810 1538 1800 1538 1719 3438 1538 1719 3438 Flt Permitted 0.95 1.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1719 1810 1538 1800 1538 1719 3438 1538 1719 3438 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 355 230 21 53 423 33 7 257 379 2 52 520 RTOR Reduction (vph) 0 0 15 0 0 24 0 0 306 0 0 0
Lane Group Flow (vph) 355 230 6 0 476 9 7 257 73 0 54 520 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot Prot NA Protected Phases 2 2 6 6 7 4 3 3 8
Permitted Phases 2 6 4
Actuated Green, G (s) 23.4 23.4 23.4 24.6 24.6 0.7 16.5 16.5 3.2 19.0 Effective Green, g (s) 23.4 23.4 23.4 24.6 24.6 0.7 16.5 16.5 3.2 19.0 Actuated g/C Ratio 0.27 0.27 0.27 0.29 0.29 0.01 0.19 0.19 0.04 0.22 Clearance Time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 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) 469 494 420 517 441 14 662 296 64 763 v/s Ratio Prot c0.21 0.13 c0.26 0.00 0.07 c0.03 c0.15
v/s Ratio Perm 0.00 0.01 0.05
v/c Ratio 0.76 0.47 0.01 0.92 0.02 0.50 0.39 0.25 0.84 0.68 Uniform Delay, d1 28.5 25.9 22.7 29.6 21.9 42.3 30.1 29.3 41.0 30.5 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 6.9 0.7 0.0 21.9 0.0 25.4 0.4 0.4 60.7 2.5 Delay (s) 35.4 26.6 22.7 51.4 21.9 67.7 30.5 29.7 101.6 33.0 Level of Service D C C D C E C C F C
Approach Delay (s) 31.6 49.5 30.5 38.6
Approach LOS C D C D
Intersection Summary
HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 85.6 Sum of lost time (s) 17.9 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
695
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 1: Highland Avenue & Golden State Boulevard 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWR
Lane Configurations
Traffic Volume (vph) 38
Future Volume (vph) 38
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.2
Lane Util. Factor 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1538
Flt Permitted 1.00
Satd. Flow (perm) 1538
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 41
RTOR Reduction (vph) 32
Lane Group Flow (vph) 9
Heavy Vehicles (%) 5%
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 19.0
Effective Green, g (s) 19.0
Actuated g/C Ratio 0.22
Clearance Time (s) 4.2
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 341
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.03
Uniform Delay, d1 26.1
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 26.1
Level of Service C
Approach Delay (s)
Approach LOS
Intersection Summary
696
HCM 6th TWSC Cumulative Year 2046 plus Project AM Peak
2: DeWolf Avenue & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 174 4 21 156 14 1 6 29 16 9 0
Future Vol, veh/h 14 174 4 21 156 14 1 6 29 16 9 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 189 4 23 170 15 1 7 32 17 10 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 185 0 0 193 0 0 450 452 191 465 447 178 Stage 1 - - - - - - 221 221 - 224 224 -
Stage 2 - - - - - - 229 231 - 241 223 -
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 1384 - - 1374 - - 518 502 848 506 505 862 Stage 1 - - - - - - 779 719 - 776 716 -
Stage 2 - - - - - - 772 711 - 760 717 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1384 - - 1374 - - 498 486 848 471 489 862 Mov Cap-2 Maneuver - - - - - - 498 486 - 471 489 -
Stage 1 - - - - - - 770 710 - 767 702 -
Stage 2 - - - - - - 747 697 - 716 708 -
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.8 10.1 13

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 741 1384 - - 1374 - - 477
HCM Lane V/C Ratio 0.053 0.011 - - 0.017 - - 0.057
HCM Control Delay (s) 10.1 7.6 0 - 7.7 0 - 13
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.2
697
HCM 6th TWSC Cumulative Year 2046 plus Project AM Peak
3: Future N-S Road & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 433 40 0 594 62 0
Future Vol, veh/h 433 40 0 594 62 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 250 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 471 43 0 646 67 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 514 0 1139 493
Stage 1 - - - - 493 -
Stage 2 - - - - 646 -
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 - - 1046 - 222 574
Stage 1 - - - - 612 -
Stage 2 - - - - 520 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1046 - 222 574
Mov Cap-2 Maneuver - - - - 222 -
Stage 1 - - - - 612 -
Stage 2 - - - - 520 -
Approach EB WB NB
HCM Control Delay, s 0 0 28.1

HCM LOS D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 222 - - - 1046 -
HCM Lane V/C Ratio 0.304 -----
HCM Control Delay (s) 28.1 0 - - 0 -
HCM Lane LOS D A - - A -
HCM 95th %tile Q(veh) 1.2 - - - 0 -
698
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 4: Floral Avenue & Walmart Main Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 22 386 25 147 242 562 238 26 44 114 189 19 Future Volume (vph) 22 386 25 147 242 562 238 26 44 114 189 19 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 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 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 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.89 1.00 0.96
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 1568 1752 3326 1752 1645 1752 1775 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 1568 1752 3326 1752 1645 1752 1775 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 420 27 160 263 611 259 28 48 124 205 21 RTOR Reduction (vph) 0 0 21 0 0 36 0 0 100 0 0 5
Lane Group Flow (vph) 24 420 6 0 423 834 0 28 72 0 205 23 Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm Prot Prot NA Prot NA Prot NA
Protected Phases 7 4 3 3 8 5 2 1 6
Permitted Phases 4
Actuated Green, G (s) 2.0 18.2 18.2 26.4 42.6 2.1 14.2 13.1 25.2 Effective Green, g (s) 2.0 18.2 18.2 26.4 42.6 2.1 14.2 13.1 25.2 Actuated g/C Ratio 0.02 0.21 0.21 0.30 0.48 0.02 0.16 0.15 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 39 719 321 521 1597 41 263 258 504
v/s Ratio Prot 0.01 0.12 c0.24 c0.25 0.02 c0.04 c0.12 0.01 v/s Ratio Perm 0.00
v/c Ratio 0.62 0.58 0.02 0.81 0.52 0.68 0.27 0.79 0.05
Uniform Delay, d1 43.0 31.8 28.1 28.9 16.0 43.0 32.7 36.5 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 25.5 1.2 0.0 9.3 0.3 37.9 0.6 15.4 0.0 Delay (s) 68.5 33.0 28.1 38.2 16.3 80.9 33.3 51.9 23.1
Level of Service E C C D B F C D C
Approach Delay (s) 34.6 23.5 40.0 48.4
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 30.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 88.7 Sum of lost time (s) 16.8 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
699
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 4: Floral Avenue & Walmart Main Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (vph) 6
Future Volume (vph) 6
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 7
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
700
HCM 6th TWSC Cumulative Year 2046 plus Project AM Peak
5: Eastern Driveway & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 846 3 0 1187 0 72
Future Vol, veh/h 846 3 0 1187 0 72
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 920 3 0 1290 0 78
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 462
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 - 0 544
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 544
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 12.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 544 - - -
HCM Lane V/C Ratio 0.144 - - -
HCM Control Delay (s) 12.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.5 - - -
701
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 869 49 54 942 0 0 0 51 185 23 245 Future Volume (vph) 0 869 49 54 942 0 0 0 51 185 23 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1553 1736 3471 1580 3367 1827 1553 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1553 1736 3471 1580 3367 1827 1553 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 934 53 58 1013 0 0 0 55 199 25 263
RTOR Reduction (vph) 0 0 20 0 0 0 0 0 50 0 0 104
Lane Group Flow (vph) 0 934 33 58 1013 0 0 0 5 199 25 159 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 88.1 88.1 8.1 101.9 13.2 14.4 25.6 25.6 Effective Green, g (s) 88.1 88.1 8.1 101.9 13.2 14.4 25.6 25.6 Actuated g/C Ratio 0.63 0.63 0.06 0.73 0.09 0.10 0.18 0.18 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 2184 977 100 2526 148 346 334 283
v/s Ratio Prot c0.27 c0.03 0.29 0.00 0.06 0.01
v/s Ratio Perm 0.02 c0.10
v/c Ratio 0.43 0.03 0.58 0.40 0.04 0.58 0.07 0.56
Uniform Delay, d1 13.2 9.8 64.3 7.3 57.6 59.9 47.4 52.1 Progression Factor 1.00 1.00 1.25 0.39 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 3.8 0.4 0.0 4.1 0.2 4.7
Delay (s) 13.8 9.9 84.5 3.3 57.6 64.0 47.6 56.8
Level of Service B A F A E E D E
Approach Delay (s) 13.6 7.7 57.6 59.3
Approach LOS BAEE
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
702
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 7: Highland Avenue & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 778 177 250 906 145 94 271 107 53 386 340 Future Volume (veh/h) 270 778 177 250 906 145 94 271 107 53 386 340 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 276 794 181 255 924 148 96 277 109 54 394 347 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 263 1794 800 301 1363 218 113 614 273 69 636 500 Arrive On Green 0.20 0.68 0.68 0.18 0.90 0.90 0.07 0.35 0.35 0.04 0.18 0.18 Sat Flow, veh/h 1767 3526 1572 3428 3043 487 3428 3526 1567 1767 3526 2768 Grp Volume(v), veh/h 276 794 181 255 535 537 96 277 109 54 394 347 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1767 1714 1763 1567 1767 1763 1384 Q Serve(g_s), s 20.8 14.6 6.2 10.1 11.2 11.3 3.9 8.5 7.4 4.2 14.4 16.4 Cycle Q Clear(g_c), s 20.8 14.6 6.2 10.1 11.2 11.3 3.9 8.5 7.4 4.2 14.4 16.4 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 263 1794 800 301 790 792 113 614 273 69 636 500 V/C Ratio(X) 1.05 0.44 0.23 0.85 0.68 0.68 0.85 0.45 0.40 0.78 0.62 0.69 Avail Cap(c_a), veh/h 263 1794 800 414 790 792 113 823 366 125 957 751 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.79 0.79 0.79 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 13.5 12.1 56.8 4.6 4.6 65.1 40.4 40.1 66.7 52.9 53.7 Incr Delay (d2), s/veh 66.8 0.7 0.6 6.9 3.7 3.7 35.8 0.7 1.3 6.9 1.7 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.8 5.2 2.2 4.3 2.8 2.8 2.2 3.4 2.8 2.0 6.5 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 122.9 14.2 12.7 63.7 8.3 8.3 100.8 41.2 41.4 73.6 54.6 56.7 LnGrp LOS F BBEAAFDDEDE
Approach Vol, veh/h 1251 1327 482 795
Approach Delay, s/veh 38.0 18.9 53.1 56.8
Approach LOS D B D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 30.5 18.9 78.5 11.2 31.4 27.4 70.0 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 9.9 32.7 * 17 * 54 * 4.6 38.0 * 21 * 50 Max Q Clear Time (g_c+I1), s 6.2 10.5 12.1 16.6 5.9 18.4 22.8 13.3 Green Ext Time (p_c), s 0.0 3.2 0.2 11.6 0.0 6.3 0.0 13.6 Intersection Summary
HCM 6th Ctrl Delay 37.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 703
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 670 0 0 933 396 77
Future Volume (vph) 670 0 0 933 396 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3505 3505 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3505 3505 1752 1568
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 728 0 0 1014 430 84
RTOR Reduction (vph) 0 0 0 0 0 16
Lane Group Flow (vph) 728 0 0 1014 430 68
Turn Type NA NA Prot Perm
Protected Phases 2 2 8
Permitted Phases 8
Actuated Green, G (s) 85.1 85.1 42.7 42.7
Effective Green, g (s) 85.1 85.1 42.7 42.7
Actuated g/C Ratio 0.61 0.61 0.31 0.31
Clearance Time (s) 6.1 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1 5.1
Lane Grp Cap (vph) 2130 2130 534 478
v/s Ratio Prot 0.21 c0.29 c0.25
v/s Ratio Perm 0.04
v/c Ratio 0.34 0.48 0.81 0.14
Uniform Delay, d1 13.6 15.1 44.8 35.3
Progression Factor 0.28 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.8 9.8 0.3
Delay (s) 4.3 15.9 54.6 35.6
Level of Service A B D D
Approach Delay (s) 4.3 15.9 51.5
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
704
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 9: Whitson Street & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR SEU SEL SET SER NWU Lane Configurations
Traffic Volume (vph) 4 25 473 146 78 707 78 4 112 210 10 4 Future Volume (vph) 4 25 473 146 78 707 78 4 112 210 10 4 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 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3381 1752 3448 1752 3505 1545
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3381 1752 3448 1752 3505 1545
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 27 514 159 85 768 85 4 122 228 11 4
RTOR Reduction (vph) 0 0 32 008000090
Lane Group Flow (vph) 0 31 641 0 85 845 0 0 126 228 2 0 Confl. Peds. (#/hr) 4 4
Turn Type Prot Prot NA Prot NA Prot Prot NA Perm Prot
Protected Phases 7 7 4 3 8 1 1 6 5
Permitted Phases 6
Actuated Green, G (s) 1.3 24.4 5.1 27.8 6.1 15.7 15.7
Effective Green, g (s) 1.3 24.4 5.1 27.8 6.1 15.7 15.7
Actuated g/C Ratio 0.02 0.35 0.07 0.40 0.09 0.23 0.23
Clearance Time (s) 4.2 4.2 4.2 4.6 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 32 1190 128 1383 154 794 350
v/s Ratio Prot 0.02 0.19 c0.05 c0.24 c0.07 0.07
v/s Ratio Perm 0.00
v/c Ratio 0.97 0.54 0.66 0.61 0.82 0.29 0.01
Uniform Delay, d1 34.0 18.0 31.3 16.5 31.1 22.2 20.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 144.6 0.5 12.2 0.8 27.4 0.2 0.0
Delay (s) 178.6 18.4 43.5 17.3 58.5 22.4 20.8
Level of Service F B D B E C C
Approach Delay (s) 25.5 19.6 34.8
Approach LOS C B C
Intersection Summary
HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 69.3 Sum of lost time (s) 17.2 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
705
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 9: Whitson Street & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 179 441 25
Future Volume (vph) 179 441 25
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2
Lane Util. Factor 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 3400 3505 1568
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3400 3505 1568
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 195 479 27
RTOR Reduction (vph) 0 0 20
Lane Group Flow (vph) 199 479 7
Confl. Peds. (#/hr)
Turn Type Prot NA Perm
Protected Phases 5 2
Permitted Phases 2
Actuated Green, G (s) 7.3 16.9 16.9
Effective Green, g (s) 7.3 16.9 16.9
Actuated g/C Ratio 0.11 0.24 0.24
Clearance Time (s) 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 358 854 382
v/s Ratio Prot 0.06 c0.14
v/s Ratio Perm 0.00
v/c Ratio 0.56 0.56 0.02
Uniform Delay, d1 29.5 22.9 19.9
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 1.9 0.8 0.0
Delay (s) 31.3 23.8 19.9
Level of Service C C B
Approach Delay (s) 25.8
Approach LOS C
Intersection Summary
706
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 10: Highland Avenue & SR 99 SB Ramps 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBL NBT NBR SBL SBT SBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 0 0 892 51 374 394 0 0 432
Future Volume (vph) 0 0 0 892 51 374 394 0 0 432
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 9.7
Lane Util. Factor 0.95 1.00 1.00 0.95 0.88
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3282 1468 1641 3282 2584
Flt Permitted 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3282 1468 1641 3282 2584
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 939 54 394 415 0 0 455
RTOR Reduction (vph) 0 0 0 0 26 0 0 0 0 254
Lane Group Flow (vph) 0 0 0 939 28 394 415 0 0 202
Heavy Vehicles (%) 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% Turn Type NA Perm Prot NA Prot
Protected Phases 2 1 6 5
Permitted Phases 2
Actuated Green, G (s) 36.4 36.4 21.1 22.5 31.0
Effective Green, g (s) 36.4 36.4 21.1 22.5 31.0
Actuated g/C Ratio 0.52 0.52 0.30 0.32 0.44
Clearance Time (s) 6.8 6.8 5.7 6.8 9.7
Vehicle Extension (s) 6.8 6.8 2.0 4.9 5.8
Lane Grp Cap (vph) 1706 763 494 1054 1144
v/s Ratio Prot c0.29 c0.24 0.13 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.55 0.04 0.80 0.39 0.18
Uniform Delay, d1 11.3 8.2 22.5 18.5 11.8
Progression Factor 1.06 1.32 0.76 0.83 1.00
Incremental Delay, d2 1.2 0.1 7.5 1.0 0.2
Delay (s) 13.1 10.9 24.5 16.3 12.0
Level of Service B B C B B
Approach Delay (s) 0.0 13.0 20.3 12.0
Approach LOS A B C B
Intersection Summary
HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
707
HCM 6th TWSC Cumulative Year 2046 plus Project AM Peak
11: Stillman Street & Southern Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 70 67 53 84 5
Future Vol, veh/h 1 70 67 53 84 5
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 1 76 73 58 91 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 131 0 - 0 180 102
Stage 1 - - - - 102 -
Stage 2 - - - - 78 -
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 1448 - - - 807 950
Stage 1 - - - - 920 -
Stage 2 - - - - 943 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1448 - - - 806 950
Mov Cap-2 Maneuver - - - - 806 -
Stage 1 - - - - 919 -
Stage 2 - - - - 943 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 10

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1448 - - - 813
HCM Lane V/C Ratio 0.001 - - - 0.119
HCM Control Delay (s) 7.5 0 - - 10
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.4
708
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 12: Highland Avenue & Stillman Street 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 20 119 20 11 45 125 827 57 68 652 107 Future Volume (veh/h) 84 20 119 20 11 45 125 827 57 68 652 107 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 86 20 121 20 11 46 128 844 58 69 665 109 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 888888888888
Cap, veh/h 128 180 152 26 138 117 174 2104 145 107 2148 1686 Arrive On Green 0.04 0.10 0.10 0.02 0.08 0.08 0.05 0.65 0.65 0.06 1.00 1.00 Sat Flow, veh/h 3291 1781 1510 1697 1781 1510 3291 3213 221 3291 3385 2657 Grp Volume(v), veh/h 86 20 121 20 11 46 128 444 458 69 665 109 Grp Sat Flow(s),veh/h/ln 1646 1781 1510 1697 1781 1510 1646 1692 1742 1646 1692 1329 Q Serve(g_s), s 3.6 1.4 11.0 1.6 0.8 4.1 5.4 17.2 17.2 2.9 0.0 0.0 Cycle Q Clear(g_c), s 3.6 1.4 11.0 1.6 0.8 4.1 5.4 17.2 17.2 2.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 128 180 152 26 138 117 174 1108 1140 107 2148 1686 V/C Ratio(X) 0.67 0.11 0.79 0.76 0.08 0.39 0.74 0.40 0.40 0.65 0.31 0.06 Avail Cap(c_a), veh/h 183 568 481 75 547 464 268 1108 1140 174 2148 1686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 66.4 57.2 61.5 68.7 59.9 61.4 65.4 11.3 11.3 64.7 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.6 18.5 15.5 0.4 3.3 2.3 1.1 1.1 2.3 0.4 0.1 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 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.7 5.0 0.8 0.4 1.7 2.3 6.3 6.5 1.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.7 57.8 80.0 84.2 60.3 64.7 67.7 12.4 12.4 67.0 0.4 0.1 LnGrp LOS E E F F EEEBBEAA
Approach Vol, veh/h 227 77 1030 843
Approach Delay, s/veh 73.8 69.1 19.3 5.8
Approach LOS EEBA
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 98.1 9.4 21.4 14.0 95.2 12.6 18.1 Change Period (Y+Rc), s * 6.6 6.4 * 7.2 * 7.3 * 6.6 6.4 * 7.2 * 7.3 Max Green Setting (Gmax), s * 7.4 54.3 * 6.2 * 45 * 11 50.3 * 7.8 * 43 Max Q Clear Time (g_c+I1), s 4.9 19.2 3.6 13.0 7.4 2.0 5.6 6.1 Green Ext Time (p_c), s 0.0 15.6 0.0 1.2 0.1 13.7 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 709
HCM 6th TWSC Cumulative Year 2046 plus Project AM Peak
13: Highland Avenue & Rose Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 16.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 10 23 44 2 130 19 780 43 103 574 35 Future Vol, veh/h 41 10 23 44 2 130 19 780 43 103 574 35 Conflicting Peds, #/hr 1 00001100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - None
Storage Length - - 25 - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 9 99999999999
Mvmt Flow 44 11 24 47 2 138 20 830 46 110 611 37
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1308 1767 325 1424 1762 439 649 0 0 876 0 0 Stage 1 851 851 - 893 893 -------
Stage 2 457 916 - 531 869 -------
Critical Hdwy 7.68 6.68 7.08 7.68 6.68 7.08 4.28 - - 4.28 - - Critical Hdwy Stg 1 6.68 5.68 - 6.68 5.68 -------
Critical Hdwy Stg 2 6.68 5.68 - 6.68 5.68 -------
Follow-up Hdwy 3.59 4.09 3.39 3.59 4.09 3.39 2.29 - - 2.29 - - Pot Cap-1 Maneuver 110 77 651 90 77 547 887 - - 724 - - Stage 1 307 359 - 289 342 -------
Stage 2 535 334 - 482 352 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 70 64 651 66 64 547 886 - - 724 - -
Mov Cap-2 Maneuver 70 64 - 66 64 -------
Stage 1 300 304 - 282 334 -------
Stage 2 388 326 - 380 298 -------
Approach EB WB NB SB
HCM Control Delay, s 108.9 115.9 0.2 1.6

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 886 - - 69 651 188 724 - -
HCM Lane V/C Ratio 0.023 - - 0.786 0.038 0.996 0.151 - - HCM Control Delay (s) 9.2 - - 153.2 10.7 115.9 10.9 - - HCM Lane LOS A - - F B F B - -
HCM 95th %tile Q(veh) 0.1 - - 3.7 0.1 8.3 0.5 - -
710
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 1: Highland Avenue & Golden State Boulevard 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEU SEL SET SER NWU NWL Lane Configurations
Traffic Volume (vph) 357 597 47 55 530 8 1 33 496 457 3 23 Future Volume (vph) 357 597 47 55 530 8 1 33 496 457 3 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 1845 1548 1836 1568 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 1845 1548 1836 1568 1752 3505 1568 1752 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 384 642 51 59 570 9 1 35 533 491 3 25
RTOR Reduction (vph) 0 0 34 0 0 6 0 0 0 198 0 0
Lane Group Flow (vph) 384 642 17 0 629 3 0 36 533 293 0 28 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Perm Split NA Perm Prot Prot NA Perm Prot Prot Protected Phases 2 2 6 6 7 7 4 3 3
Permitted Phases 2 6 4
Actuated Green, G (s) 39.0 39.0 39.0 38.1 38.1 3.9 21.1 21.1 2.3 Effective Green, g (s) 39.0 39.0 39.0 38.1 38.1 3.9 21.1 21.1 2.3 Actuated g/C Ratio 0.33 0.33 0.33 0.32 0.32 0.03 0.18 0.18 0.02 Clearance Time (s) 4.6 4.6 4.6 4.9 4.9 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 577 607 509 590 504 57 624 279 34
v/s Ratio Prot 0.22 c0.35 c0.34 c0.02 0.15 0.02
v/s Ratio Perm 0.01 0.00 c0.19
v/c Ratio 0.67 1.06 0.03 1.07 0.01 0.63 0.85 1.05 0.82
Uniform Delay, d1 34.1 39.7 26.9 40.2 27.3 56.5 47.2 48.7 57.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 52.7 0.0 55.9 0.0 20.6 11.0 67.6 85.0 Delay (s) 37.0 92.4 26.9 96.1 27.3 77.1 58.2 116.2 142.8 Level of Service D F C F C E E F F
Approach Delay (s) 69.6 95.1 85.7
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 77.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.06
Actuated Cycle Length (s) 118.4 Sum of lost time (s) 17.9 Intersection Capacity Utilization 94.4% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
711
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 1: Highland Avenue & Golden State Boulevard 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWT NWR
Lane Configurations
Traffic Volume (vph) 297 76
Future Volume (vph) 297 76
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
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 0.93 0.93
Adj. Flow (vph) 319 82
RTOR Reduction (vph) 0 68
Lane Group Flow (vph) 319 14
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 19.5 19.5
Effective Green, g (s) 19.5 19.5
Actuated g/C Ratio 0.16 0.16
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 577 258
v/s Ratio Prot 0.09
v/s Ratio Perm 0.01
v/c Ratio 0.55 0.05
Uniform Delay, d1 45.4 41.7
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 0.1
Delay (s) 46.6 41.7
Level of Service D D
Approach Delay (s) 51.9
Approach LOS D
Intersection Summary
712
HCM 6th TWSC Cumulative Year 2046 plus Project PM Peak
2: DeWolf Avenue & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 9.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 328 12 215 349 26 7 5 289 21 13 2
Future Vol, veh/h 0 328 12 215 349 26 7 5 289 21 13 2
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 357 13 234 379 28 8 5 314 23 14 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 407 0 0 370 0 0 1233 1239 364 1384 1231 393 Stage 1 - - - - - - 364 364 - 861 861 -
Stage 2 - - - - - - 869 875 - 523 370 -
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 1146 - - 1183 - - 153 175 679 120 177 654 Stage 1 - - - - - - 653 622 - 349 371 -
Stage 2 - - - - - - 345 366 - 535 618 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1146 - - 1183 - - 113 130 679 50 132 654 Mov Cap-2 Maneuver - - - - - - 113 130 - 50 132 -
Stage 1 - - - - - - 653 622 - 349 276 -
Stage 2 - - - - - - 242 272 - 285 618 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.2 19.4 110.8

HCM LOS C F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 572 1146 - - 1183 - - 69
HCM Lane V/C Ratio 0.572 - - - 0.198 - - 0.567
HCM Control Delay (s) 19.4 0 - - 8.8 0 - 110.8
HCM Lane LOS C A - - A A - F
HCM 95th %tile Q(veh) 3.6 0 - - 0.7 - - 2.4
713
HCM 6th TWSC Cumulative Year 2046 plus Project PM Peak
3: Future N-S Road & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 83.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1132 132 0 1238 109 0
Future Vol, veh/h 1132 132 0 1238 109 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 250 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 1230 143 0 1346 118 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1373 0 2648 1302
Stage 1 - - - - 1302 -
Stage 2 - - - - 1346 -
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 - - 497 - ~ 25 195
Stage 1 - - - - 253 -
Stage 2 - - - - 241 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 497 - ~ 25 195
Mov Cap-2 Maneuver - - - - ~ 25 -
Stage 1 - - - - 253 -
Stage 2 - - - - 241 -
Approach EB WB NB
HCM Control Delay, s 0 0 $ 1997.7

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 25 - - - 497 -
HCM Lane V/C Ratio 4.739 -----
HCM Control Delay (s) $ 1997.7 0 - - 0 -
HCM Lane LOS F A - - A -
HCM 95th %tile Q(veh) 14.7 - - - 0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 714
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 4: Floral Avenue & Walmart Main Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 32 1077 23 129 157 1202 400 14 36 67 417 60 Future Volume (vph) 32 1077 23 129 157 1202 400 14 36 67 417 60 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 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 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 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.90 1.00 0.96
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 1568 1752 3355 1752 1664 1752 1771 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 1568 1752 3355 1752 1664 1752 1771 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 34 1134 24 136 165 1265 421 15 38 71 439 63 RTOR Reduction (vph) 0 0 15 0 0 23 0 0 48 0 0 12
Lane Group Flow (vph) 34 1134 9 0 301 1663 0 15 61 0 439 74 Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm Prot Prot NA Prot NA Prot NA
Protected Phases 7 4 3 3 8 5 2 1 6
Permitted Phases 4
Actuated Green, G (s) 2.3 37.7 37.7 14.9 50.3 0.9 15.4 21.0 35.5 Effective Green, g (s) 2.3 37.7 37.7 14.9 50.3 0.9 15.4 21.0 35.5 Actuated g/C Ratio 0.02 0.36 0.36 0.14 0.48 0.01 0.15 0.20 0.34 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 38 1248 558 246 1595 14 242 347 594
v/s Ratio Prot 0.02 0.32 c0.17 c0.50 0.01 c0.04 c0.25 0.04 v/s Ratio Perm 0.01
v/c Ratio 0.89 0.91 0.02 1.22 1.04 1.07 0.25 1.27 0.12
Uniform Delay, d1 51.6 32.4 22.0 45.4 27.8 52.4 40.1 42.4 24.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 103.9 9.7 0.0 131.3 34.5 265.6 0.6 140.3 0.1 Delay (s) 155.5 42.2 22.0 176.7 62.3 318.0 40.6 182.7 24.5 Level of Service F D C F E F D F C
Approach Delay (s) 45.0 79.6 74.2 156.8
Approach LOS D E E F
Intersection Summary
HCM 2000 Control Delay 79.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 105.8 Sum of lost time (s) 16.8 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
715
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 4: Floral Avenue & Walmart Main Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (vph) 22
Future Volume (vph) 22
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 23
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
716
HCM 6th TWSC Cumulative Year 2046 plus Project PM Peak
5: Eastern Driveway & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1846 2 0 1976 0 45
Future Vol, veh/h 1846 2 0 1976 0 45
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 2007 2 0 2148 0 49
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 1005
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 - 0 238
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 238
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 24

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 238 - - -
HCM Lane V/C Ratio 0.206 - - -
HCM Control Delay (s) 24 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
717
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1774 117 112 1409 0 0 0 137 242 41 567 Future Volume (vph) 0 1774 117 112 1409 0 0 0 137 242 41 567 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.86 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3505 1568 1752 3505 1596 3400 1845 1547 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3505 1568 1752 3505 1596 3400 1845 1547 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1928 127 122 1532 0 0 0 149 263 45 616 RTOR Reduction (vph) 0 0 56 0 0 0 0 0 67 0 0 51
Lane Group Flow (vph) 0 1928 71 122 1532 0 0 0 82 263 45 565 Confl. Peds. (#/hr) 1
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 70.2 70.2 8.3 84.2 18.7 26.8 43.3 43.3 Effective Green, g (s) 70.2 70.2 8.3 84.2 18.7 26.8 43.3 43.3 Actuated g/C Ratio 0.50 0.50 0.06 0.60 0.13 0.19 0.31 0.31 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 1757 786 103 2108 213 650 570 478
v/s Ratio Prot c0.55 c0.07 0.44 0.05 0.08 0.02
v/s Ratio Perm 0.05 c0.37
v/c Ratio 1.10 0.09 1.18 0.73 0.39 0.40 0.08 1.18
Uniform Delay, d1 34.9 18.2 65.8 19.8 55.4 49.6 34.2 48.4 Progression Factor 1.00 1.00 0.94 0.93 1.00 1.00 1.00 1.00 Incremental Delay, d2 53.3 0.2 126.8 1.3 0.4 1.0 0.1 101.5 Delay (s) 88.2 18.4 189.0 19.8 55.8 50.6 34.4 149.9
Level of Service F B F B E D C F
Approach Delay (s) 83.9 32.3 55.8 116.0
Approach LOS F C E F
Intersection Summary
HCM 2000 Control Delay 71.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.19
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
718
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 7: Highland Avenue & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 570 1351 250 256 996 174 107 386 130 83 414 603 Future Volume (veh/h) 570 1351 250 256 996 174 107 386 130 83 414 603 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 606 1437 266 272 1060 185 114 411 138 88 440 641 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 258 1536 685 284 1119 195 108 810 361 109 917 720 Arrive On Green 0.29 0.87 0.87 0.17 0.75 0.75 0.01 0.08 0.08 0.06 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 3428 3001 523 3428 3526 1572 1767 3526 2768 Grp Volume(v), veh/h 606 1437 266 272 622 623 114 411 138 88 440 641 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1761 1714 1763 1572 1767 1763 1384 Q Serve(g_s), s 20.4 39.7 4.6 11.0 42.6 43.2 4.4 15.7 11.7 6.9 14.8 31.2 Cycle Q Clear(g_c), s 20.4 39.7 4.6 11.0 42.6 43.2 4.4 15.7 11.7 6.9 14.8 31.2 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 1536 685 284 657 656 108 810 361 109 917 720 V/C Ratio(X) 2.35 0.94 0.39 0.96 0.95 0.95 1.06 0.51 0.38 0.81 0.48 0.89 Avail Cap(c_a), veh/h 258 1536 685 284 657 656 108 810 361 172 957 751 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.13 0.13 0.13 0.82 0.82 0.82 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 7.6 5.4 58.2 16.6 16.7 69.3 57.1 55.2 64.9 43.8 49.9 Incr Delay (d2), s/veh 610.6 2.1 0.2 36.9 21.1 21.7 92.9 0.7 0.9 6.7 0.7 13.1 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 0.0 %ile BackOfQ(50%),veh/ln 51.6 3.9 1.2 5.8 12.5 12.8 3.3 7.5 5.1 3.3 6.5 12.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 660.2 9.7 5.6 95.0 37.6 38.3 162.2 57.7 56.1 71.5 44.5 63.0 LnGrp LOS F A A F D D F E E E D E
Approach Vol, veh/h 2309 1517 663 1169
Approach Delay, s/veh 180.0 48.2 75.4 56.7
Approach LOS F D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.2 38.3 18.2 68.3 11.0 42.5 27.0 59.5 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 14 28.8 * 12 * 59 * 4.4 38.0 * 20 * 51 Max Q Clear Time (g_c+I1), s 8.9 17.7 13.0 41.7 6.4 33.2 22.4 45.2 Green Ext Time (p_c), s 0.0 3.4 0.0 13.8 0.0 3.2 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 106.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 719
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1092 0 0 1049 338 205
Future Volume (vph) 1092 0 0 1049 338 205
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3505 3505 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3505 3505 1752 1568
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 1138 0 0 1093 352 214
RTOR Reduction (vph) 0 0 0 0 0 48
Lane Group Flow (vph) 1138 0 0 1093 352 166
Turn Type NA NA Prot Perm
Protected Phases 2 2 8
Permitted Phases 8
Actuated Green, G (s) 92.1 92.1 35.7 35.7
Effective Green, g (s) 92.1 92.1 35.7 35.7
Actuated g/C Ratio 0.66 0.66 0.26 0.26
Clearance Time (s) 6.1 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1 5.1
Lane Grp Cap (vph) 2305 2305 446 399
v/s Ratio Prot c0.32 0.31 c0.20
v/s Ratio Perm 0.11
v/c Ratio 0.49 0.47 0.79 0.42
Uniform Delay, d1 12.1 11.9 48.6 43.5
Progression Factor 0.41 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.7 10.4 1.5
Delay (s) 5.5 12.6 59.1 45.0
Level of Service A B E D
Approach Delay (s) 5.5 12.6 53.7
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
720
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 9: Whitson Street & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR SEU SEL SET SER NWU Lane Configurations
Traffic Volume (vph) 16 48 957 250 70 724 76 19 176 440 39 2 Future Volume (vph) 16 48 957 250 70 724 76 19 176 440 39 2 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 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frpb, ped/bikes 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
Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 3396 1752 3449 1752 3505 1568
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1752 3396 1752 3449 1752 3505 1568
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) 17 51 1018 266 74 770 81 20 187 468 41 2 RTOR Reduction (vph) 0 0 19 0 0 6 0 0 0 0 33 0
Lane Group Flow (vph) 0 68 1265 0 74 845 0 0 207 468 8 0 Confl. Peds. (#/hr) 8
Turn Type Prot Prot NA Prot NA Prot Prot NA Perm Prot
Protected Phases 7 7 4 3 8 1 1 6 5
Permitted Phases 6
Actuated Green, G (s) 4.4 42.4 5.4 43.0 15.8 19.9 19.9
Effective Green, g (s) 4.4 42.4 5.4 43.0 15.8 19.9 19.9 Actuated g/C Ratio 0.05 0.44 0.06 0.44 0.16 0.21 0.21
Clearance Time (s) 4.2 4.2 4.2 4.6 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 79 1487 97 1532 285 720 322
v/s Ratio Prot 0.04 c0.37 c0.04 0.24 0.12 c0.13
v/s Ratio Perm 0.01
v/c Ratio 0.86 0.85 0.76 0.55 0.73 0.65 0.03
Uniform Delay, d1 45.9 24.4 45.1 19.8 38.4 35.3 30.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 57.2 4.9 29.2 0.4 8.9 2.1 0.0
Delay (s) 103.1 29.2 74.3 20.2 47.3 37.4 30.7
Level of Service F C E C D D C
Approach Delay (s) 33.0 24.6 39.9
Approach LOS C C D
Intersection Summary
HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 96.8 Sum of lost time (s) 17.2 Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
721
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 9: Whitson Street & Floral Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWL NWT NWR
Lane Configurations
Traffic Volume (vph) 286 301 39
Future Volume (vph) 286 301 39
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 4.2 4.2
Lane Util. Factor 0.97 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 3400 3505 1548
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3400 3505 1548
Peak-hour factor, PHF 0.94 0.94 0.94
Adj. Flow (vph) 304 320 41
RTOR Reduction (vph) 0 0 34
Lane Group Flow (vph) 306 320 7
Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm
Protected Phases 5 2
Permitted Phases 2
Actuated Green, G (s) 12.3 16.4 16.4
Effective Green, g (s) 12.3 16.4 16.4
Actuated g/C Ratio 0.13 0.17 0.17
Clearance Time (s) 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 432 593 262
v/s Ratio Prot c0.09 0.09
v/s Ratio Perm 0.00
v/c Ratio 0.71 0.54 0.03
Uniform Delay, d1 40.5 36.7 33.5
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 5.3 0.9 0.0
Delay (s) 45.8 37.7 33.6
Level of Service D D C
Approach Delay (s) 41.2
Approach LOS D
Intersection Summary
722
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 10: Highland Avenue & SR 99 SB Ramps 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBL NBT NBR SBL SBT SBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 0 0 919 79 470 432 0 0 486
Future Volume (vph) 0 0 0 919 79 470 432 0 0 486
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 9.7
Lane Util. Factor 0.95 1.00 1.00 0.95 0.88
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1520 1736 3471 2733
Flt Permitted 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1520 1736 3471 2733
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 967 83 495 455 0 0 512
RTOR Reduction (vph) 0 0 0 0 44 0 0 0 0 274
Lane Group Flow (vph) 0 0 0 967 39 495 455 0 0 238
Confl. Peds. (#/hr) 1
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA Prot
Protected Phases 2 1 6 5
Permitted Phases 2
Actuated Green, G (s) 33.3 33.3 24.2 20.9 32.6
Effective Green, g (s) 33.3 33.3 24.2 20.9 32.6
Actuated g/C Ratio 0.48 0.48 0.35 0.30 0.47
Clearance Time (s) 6.8 6.8 5.7 6.8 9.7
Vehicle Extension (s) 6.8 6.8 2.0 4.9 5.8
Lane Grp Cap (vph) 1651 723 600 1036 1272
v/s Ratio Prot c0.28 c0.29 0.13 0.09
v/s Ratio Perm 0.03
v/c Ratio 0.59 0.05 0.82 0.44 0.19
Uniform Delay, d1 13.3 9.9 21.0 19.8 10.9
Progression Factor 1.44 2.48 1.35 0.94 1.00
Incremental Delay, d2 1.4 0.1 7.3 1.1 0.2
Delay (s) 20.6 24.6 35.5 19.8 11.1
Level of Service C C D B B
Approach Delay (s) 0.0 20.9 28.0 11.1
Approach LOS A C C B
Intersection Summary
HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
723
HCM 6th TWSC Cumulative Year 2046 plus Project PM Peak
11: Stillman Street & Southern Driveway 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 142 137 83 78 2
Future Vol, veh/h 5 142 137 83 78 2
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 5 154 149 90 85 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 239 0 - 0 358 194
Stage 1 - - - - 194 -
Stage 2 - - - - 164 -
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 1322 - - - 638 845
Stage 1 - - - - 836 -
Stage 2 - - - - 863 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1322 - - - 635 845
Mov Cap-2 Maneuver - - - - 635 -
Stage 1 - - - - 833 -
Stage 2 - - - - 863 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 11.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1322 - - - 639
HCM Lane V/C Ratio 0.004 - - - 0.136
HCM Control Delay (s) 7.7 0 - - 11.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.5
724
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 12: Highland Avenue & Stillman Street 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 223 20 388 50 17 114 262 690 51 68 747 121 Future Volume (veh/h) 223 20 388 50 17 114 262 690 51 68 747 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 235 21 408 53 18 120 276 726 54 72 786 127 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 283 526 445 68 444 376 324 1493 111 113 1366 1072 Arrive On Green 0.08 0.28 0.28 0.04 0.24 0.24 0.09 0.45 0.45 0.02 0.26 0.26 Sat Flow, veh/h 3428 1856 1572 1767 1856 1571 3428 3326 247 3428 3526 2768 Grp Volume(v), veh/h 235 21 408 53 18 120 276 385 395 72 786 127 Grp Sat Flow(s),veh/h/ln 1714 1856 1572 1767 1856 1571 1714 1763 1811 1714 1763 1384 Q Serve(g_s), s 9.5 1.1 35.2 4.2 1.0 8.8 11.1 21.5 21.6 2.9 27.2 4.9 Cycle Q Clear(g_c), s 9.5 1.1 35.2 4.2 1.0 8.8 11.1 21.5 21.6 2.9 27.2 4.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 1.00
Lane Grp Cap(c), veh/h 283 526 445 68 444 376 324 791 813 113 1366 1072 V/C Ratio(X) 0.83 0.04 0.92 0.78 0.04 0.32 0.85 0.49 0.49 0.64 0.58 0.12 Avail Cap(c_a), veh/h 338 622 527 125 570 482 377 791 813 167 1366 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 63.3 36.4 48.6 66.7 40.9 43.9 62.4 27.2 27.2 67.6 41.8 33.6 Incr Delay (d2), s/veh 11.8 0.1 21.6 7.0 0.1 0.7 13.5 2.1 2.1 2.1 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.5 16.4 2.0 0.5 3.5 5.4 9.3 9.5 1.3 12.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.1 36.4 70.1 73.7 41.0 44.6 75.9 29.3 29.3 69.7 43.5 33.8 LnGrp LOS E D E E D D E C C E D C
Approach Vol, veh/h 664 191 1056 985
Approach Delay, s/veh 70.8 52.3 41.5 44.1
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 69.2 12.6 47.0 19.8 60.6 18.8 40.8 Change Period (Y+Rc), s * 6.6 6.4 * 7.2 * 7.3 * 6.6 6.4 * 7.2 * 7.3 Max Green Setting (Gmax), s * 6.8 48.9 * 9.9 * 47 * 15 40.3 * 14 * 43 Max Q Clear Time (g_c+I1), s 4.9 23.6 6.2 37.2 13.1 29.2 11.5 10.8 Green Ext Time (p_c), s 0.0 11.1 0.0 2.4 0.1 7.1 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 725
HCM 6th TWSC Cumulative Year 2046 plus Project PM Peak
13: Highland Avenue & Rose Avenue 09/08/2023
Baseline Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 97.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 12 21 58 7 129 19 866 66 184 934 57 Future Vol, veh/h 19 12 21 58 7 129 19 866 66 184 934 57 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - None
Storage Length - - 25 - - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 3 33333333333
Mvmt Flow 19 12 21 59 7 132 19 884 67 188 953 58
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1842 2347 506 1815 2343 476 1011 0 0 951 0 0 Stage 1 1358 1358 - 956 956 -------
Stage 2 484 989 - 859 1387 -------
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 -------
Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 -------
Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 46 35 509 ~ 48 35 532 675 - - 712 - - Stage 1 155 213 - 275 332 -------
Stage 2 530 321 - 315 207 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 21 25 509 ~ 23 25 532 675 - - 712 - - Mov Cap-2 Maneuver 21 25 - ~ 23 25 -------
Stage 1 151 157 - 267 323 -------
Stage 2 379 312 - 205 152 -------
Approach EB WB NB SB
HCM Control Delay, s$ 366.9 $ 1080 0.2 1.9

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 675 - - 22 509 64 712 - -
HCM Lane V/C Ratio 0.029 - - 1.438 0.042 3.093 0.264 - - HCM Control Delay (s) 10.5 - -$ 607.1 12.4 $ 1080 11.9 - - HCM Lane LOS B - - F B F B - -
HCM 95th %tile Q(veh) 0.1 - - 4.1 0.1 20.4 1.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 726
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 1: Highland Avenue & Golden State Boulevard 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWU NWL NWT Lane Configurations
Traffic Volume (vph) 327 212 19 49 389 30 6 236 349 2 48 478 Future Volume (vph) 327 212 19 49 389 30 6 236 349 2 48 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1719 1810 1538 1719 1790 1719 3438 1538 1719 3438 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1719 1810 1538 1719 1790 1719 3438 1538 1719 3438 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 355 230 21 53 423 33 7 257 379 2 52 520 RTOR Reduction (vph) 0 0 13 0 3 0 0 0 298 0 0 0
Lane Group Flow (vph) 355 230 8 53 453 0 7 257 81 0 54 520 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot Prot NA Protected Phases 5 2 1 6 7 4 3 3 8
Permitted Phases 2 4
Actuated Green, G (s) 21.1 35.3 35.3 13.2 27.1 0.7 18.6 18.6 3.2 21.1 Effective Green, g (s) 21.1 35.3 35.3 13.2 27.1 0.7 18.6 18.6 3.2 21.1 Actuated g/C Ratio 0.24 0.40 0.40 0.15 0.31 0.01 0.21 0.21 0.04 0.24 Clearance Time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 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) 414 730 620 259 554 13 730 326 62 829 v/s Ratio Prot c0.21 0.13 0.03 c0.25 0.00 0.07 c0.03 c0.15 v/s Ratio Perm 0.01 0.05
v/c Ratio 0.86 0.32 0.01 0.20 0.82 0.54 0.35 0.25 0.87 0.63 Uniform Delay, d1 31.8 17.8 15.7 32.6 27.9 43.2 29.3 28.6 41.9 29.7 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 15.9 0.2 0.0 0.4 9.1 36.8 0.3 0.4 70.2 1.5 Delay (s) 47.7 18.1 15.7 32.9 37.1 80.0 29.6 29.0 112.2 31.2 Level of Service D B B C D F C C F C
Approach Delay (s) 35.3 36.6 29.8 37.9
Approach LOS D D C D
Intersection Summary
HCM 2000 Control Delay 34.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 87.5 Sum of lost time (s) 17.5 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
727
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 1: Highland Avenue & Golden State Boulevard 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWR
Lane Configurations
Traffic Volume (vph) 38
Future Volume (vph) 38
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.2
Lane Util. Factor 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1538
Flt Permitted 1.00
Satd. Flow (perm) 1538
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 41
RTOR Reduction (vph) 31
Lane Group Flow (vph) 10
Heavy Vehicles (%) 5%
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 21.1
Effective Green, g (s) 21.1
Actuated g/C Ratio 0.24
Clearance Time (s) 4.2
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 370
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.03
Uniform Delay, d1 25.4
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 25.4
Level of Service C
Approach Delay (s)
Approach LOS
Intersection Summary
728
HCM 6th AWSC Cumulative Year 2046 plus Project AM Peak
2: DeWolf Avenue & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 174 4 21 156 14 1 6 29 16 9 0
Future Vol, veh/h 14 174 4 21 156 14 1 6 29 16 9 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 189 4 23 170 15 1 7 32 17 10 0
Number of Lanes 0 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 9 9 7.7 8.3

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 3% 7% 100% 0% 64%
Vol Thru, % 17% 91% 0% 92% 36%
Vol Right, % 81% 2% 0% 8% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 36 192 21 170 25
LT Vol 1 14 21 0 16
Through Vol 6 174 0 156 9
RT Vol 29 4 0 14 0
Lane Flow Rate 39 209 23 185 27
Geometry Grp 25772
Degree of Util (X) 0.049 0.257 0.034 0.247 0.038
Departure Headway (Hd) 4.47 4.441 5.378 4.818 5.091
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 802 810 670 750 704
Service Time 2.493 2.458 3.078 2.518 3.116
HCM Lane V/C Ratio 0.049 0.258 0.034 0.247 0.038
HCM Control Delay 7.7 9 8.3 9.1 8.3
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.2 1 0.1 1 0.1
729
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 3: Future N-S Road & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 433 40 0 594 62 0
Future Volume (veh/h) 433 40 0 594 62 0
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 471 43 0 646 67 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 333333
Cap, veh/h 1390 620 0 1390 329 293
Arrive On Green 0.39 0.39 0.00 0.39 0.19 0.00
Sat Flow, veh/h 3618 1572 0 3711 1767 1572
Grp Volume(v), veh/h 471 43 0 646 67 0
Grp Sat Flow(s),veh/h/ln 1763 1572 0 1763 1767 1572
Q Serve(g_s), s 2.0 0.4 0.0 2.9 0.7 0.0
Cycle Q Clear(g_c), s 2.0 0.4 0.0 2.9 0.7 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1390 620 0 1390 329 293
V/C Ratio(X) 0.34 0.07 0.00 0.46 0.20 0.00
Avail Cap(c_a), veh/h 3860 1722 0 3860 2264 2015
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 4.5 4.0 0.0 4.8 7.4 0.0
Incr Delay (d2), s/veh 0.1 0.0 0.0 0.2 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.7 4.1 0.0 5.1 7.7 0.0
LnGrp LOS AAAAAA
Approach Vol, veh/h 514 646 67
Approach Delay, s/veh 4.6 5.1 7.7
Approach LOS A A A
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 8.5 13.0 13.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 23.5 23.5
Max Q Clear Time (g_c+I1), s 2.7 4.0 4.9
Green Ext Time (p_c), s 0.1 2.6 3.6
Intersection Summary
HCM 6th Ctrl Delay 5.0
HCM 6th LOS A
730
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 4: Floral Avenue & Walmart Main Driveway 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 22 386 25 147 242 562 238 26 44 114 189 19 Future Volume (vph) 22 386 25 147 242 562 238 26 44 114 189 19 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 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 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 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.89 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 0.96 Satd. Flow (prot) 1752 3505 1568 1752 3327 1752 1645 1665 1673 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 0.96 Satd. Flow (perm) 1752 3505 1568 1752 3327 1752 1645 1665 1673 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 420 27 160 263 611 259 28 48 124 205 21 RTOR Reduction (vph) 0 0 21 0 0 38 0 0 91 0 0 2
Lane Group Flow (vph) 24 420 6 0 423 832 0 28 81 0 117 114 Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm Prot Prot NA Split NA Split NA
Protected Phases 7 4 3 3 8 2 2 6 6
Permitted Phases 4
Actuated Green, G (s) 2.0 17.4 17.4 23.4 38.8 6.0 6.0 13.0 13.0 Effective Green, g (s) 2.0 17.4 17.4 23.4 38.8 6.0 6.0 13.0 13.0 Actuated g/C Ratio 0.03 0.23 0.23 0.31 0.51 0.08 0.08 0.17 0.17 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 45 796 356 535 1685 137 128 282 283
v/s Ratio Prot 0.01 0.12 c0.24 c0.25 0.02 c0.05 c0.07 0.07 v/s Ratio Perm 0.00
v/c Ratio 0.53 0.53 0.02 0.79 0.49 0.20 0.63 0.41 0.40
Uniform Delay, d1 36.8 26.0 23.0 24.4 12.4 33.1 34.2 28.4 28.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.6 0.6 0.0 7.8 0.2 0.7 9.7 1.0 0.9 Delay (s) 48.4 26.6 23.0 32.2 12.7 33.8 43.9 29.4 29.3
Level of Service D C C C B C D C C
Approach Delay (s) 27.5 19.0 42.5 29.3
Approach LOS C B D C
Intersection Summary
HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 76.6 Sum of lost time (s) 16.8 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
731
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 4: Floral Avenue & Walmart Main Driveway 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (vph) 6
Future Volume (vph) 6
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Adj. Flow (vph) 7
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
732
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 869 49 54 942 0 0 0 51 185 23 245 Future Volume (vph) 0 869 49 54 942 0 0 0 51 185 23 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.86 1.00 0.88 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3471 1553 1736 3471 1580 3367 1520 1475 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3471 1553 1736 3471 1580 3367 1520 1475 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 934 53 58 1013 0 0 0 55 199 25 263
RTOR Reduction (vph) 0 0 20 0 0 0 0 0 50 0 99 104
Lane Group Flow (vph) 0 934 33 58 1013 0 0 0 5 199 47 38 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 88.1 88.1 8.1 101.9 13.2 14.4 25.6 25.6 Effective Green, g (s) 88.1 88.1 8.1 101.9 13.2 14.4 25.6 25.6 Actuated g/C Ratio 0.63 0.63 0.06 0.73 0.09 0.10 0.18 0.18 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 2184 977 100 2526 148 346 277 269
v/s Ratio Prot c0.27 c0.03 0.29 0.00 c0.06 c0.03
v/s Ratio Perm 0.02 0.03
v/c Ratio 0.43 0.03 0.58 0.40 0.04 0.58 0.17 0.14
Uniform Delay, d1 13.2 9.8 64.3 7.3 57.6 59.9 48.2 48.0 Progression Factor 1.00 1.00 1.29 0.70 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 4.3 0.4 0.0 4.1 0.7 0.6
Delay (s) 13.8 9.9 87.2 5.6 57.6 64.0 49.0 48.6
Level of Service B A F A E E D D
Approach Delay (s) 13.6 10.0 57.6 55.0
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 20.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
733
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 7: Highland Avenue & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 778 177 250 906 145 94 271 107 53 386 340 Future Volume (veh/h) 270 778 177 250 906 145 94 271 107 53 386 340 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 276 794 181 255 924 148 96 277 109 54 394 347 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 327 1834 868 301 1808 806 108 573 255 69 601 735 Arrive On Green 0.13 0.69 0.69 0.18 1.00 1.00 0.06 0.33 0.33 0.04 0.17 0.17 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 3428 3526 1567 1767 3526 2768 Grp Volume(v), veh/h 276 794 181 255 924 148 96 277 109 54 394 347 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1714 1763 1572 1714 1763 1567 1767 1763 1384 Q Serve(g_s), s 11.0 13.9 5.5 10.1 0.0 0.0 3.9 8.8 7.6 4.2 14.6 14.7 Cycle Q Clear(g_c), s 11.0 13.9 5.5 10.1 0.0 0.0 3.9 8.8 7.6 4.2 14.6 14.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1834 868 301 1808 806 108 573 255 69 601 735 V/C Ratio(X) 0.84 0.43 0.21 0.85 0.51 0.18 0.89 0.48 0.43 0.78 0.66 0.47 Avail Cap(c_a), veh/h 500 1834 868 414 1808 806 108 818 364 125 957 1015 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.84 0.84 0.84 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.1 12.5 9.8 56.8 0.0 0.0 65.4 42.5 42.1 66.7 54.2 43.1 Incr Delay (d2), s/veh 4.5 0.7 0.5 7.4 0.9 0.4 46.1 0.9 1.6 6.9 2.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 4.9 1.9 4.3 0.2 0.1 2.3 3.5 2.9 2.0 6.6 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 13.2 10.3 64.1 0.9 0.4 111.5 43.4 43.7 73.6 56.3 44.0 LnGrp LOS EBBEAAFDDEED
Approach Vol, veh/h 1251 1327 482 795
Approach Delay, s/veh 24.1 13.0 57.0 52.1
Approach LOS C B E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 28.9 18.9 80.1 11.0 30.0 19.9 79.1 Change Period (Y+Rc), s * 6.6 6.1 * 6.6 * 7.3 * 6.6 6.1 * 6.6 * 7.3 Max Green Setting (Gmax), s * 9.9 32.5 * 17 * 54 * 4.4 38.0 * 20 * 51 Max Q Clear Time (g_c+I1), s 6.2 10.8 12.1 15.9 5.9 16.7 13.0 2.0 Green Ext Time (p_c), s 0.0 3.2 0.2 11.7 0.0 6.6 0.3 14.2 Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 734
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project AM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 670 0 0 933 396 77
Future Volume (vph) 670 0 0 933 396 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 0.97
Frt 1.00 1.00 0.98
Flt Protected 1.00 1.00 0.96
Satd. Flow (prot) 3505 3505 3351
Flt Permitted 1.00 1.00 0.96
Satd. Flow (perm) 3505 3505 3351
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 728 0 0 1014 430 84
RTOR Reduction (vph) 0 0 0 0 17 0
Lane Group Flow (vph) 728 0 0 1014 497 0
Turn Type NA NA Prot
Protected Phases 2 2 8
Permitted Phases
Actuated Green, G (s) 99.2 99.2 28.6
Effective Green, g (s) 99.2 99.2 28.6
Actuated g/C Ratio 0.71 0.71 0.20
Clearance Time (s) 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1
Lane Grp Cap (vph) 2483 2483 684
v/s Ratio Prot 0.21 c0.29 c0.15
v/s Ratio Perm
v/c Ratio 0.29 0.41 0.73
Uniform Delay, d1 7.5 8.4 52.1
Progression Factor 0.44 1.00 1.00
Incremental Delay, d2 0.3 0.5 4.8
Delay (s) 3.6 8.9 56.8
Level of Service A A E
Approach Delay (s) 3.6 8.9 56.8
Approach LOS A A E
Intersection Summary
HCM 2000 Control Delay 18.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
735
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 13: Highland Avenue & Rose Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 10 23 44 2 130 19 780 43 103 574 35 Future Volume (veh/h) 41 10 23 44 2 130 19 780 43 103 574 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 1767 Adj Flow Rate, veh/h 44 11 24 47 2 138 20 830 46 110 611 37 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 999999999999
Cap, veh/h 61 71 154 64 3 214 32 1158 64 138 1352 82
Arrive On Green 0.04 0.14 0.14 0.04 0.15 0.15 0.02 0.36 0.36 0.08 0.42 0.42 Sat Flow, veh/h 1682 493 1077 1682 21 1476 1682 3233 179 1682 3215 194 Grp Volume(v), veh/h 44 0 35 47 0 140 20 431 445 110 319 329 Grp Sat Flow(s),veh/h/ln 1682 0 1570 1682 0 1497 1682 1678 1734 1682 1678 1731 Q Serve(g_s), s 1.3 0.0 1.0 1.4 0.0 4.6 0.6 11.5 11.5 3.3 7.1 7.1 Cycle Q Clear(g_c), s 1.3 0.0 1.0 1.4 0.0 4.6 0.6 11.5 11.5 3.3 7.1 7.1 Prop In Lane 1.00 0.69 1.00 0.99 1.00 0.10 1.00 0.11
Lane Grp Cap(c), veh/h 61 0 225 64 0 217 32 601 621 138 706 728 V/C Ratio(X) 0.72 0.00 0.16 0.74 0.00 0.64 0.62 0.72 0.72 0.80 0.45 0.45 Avail Cap(c_a), veh/h 139 0 1036 149 0 1037 139 1036 1071 139 1036 1069 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 0.0 19.5 24.7 0.0 21.0 25.3 14.4 14.4 23.4 10.8 10.8 Incr Delay (d2), s/veh 14.9 0.0 0.3 15.1 0.0 3.2 17.4 1.6 1.6 27.0 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.3 0.8 0.0 1.6 0.4 3.6 3.7 2.2 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 0.0 19.8 39.9 0.0 24.1 42.7 16.0 16.0 50.5 11.2 11.2 LnGrp LOS D A B D A C D B B D B B
Approach Vol, veh/h 79 187 896 758
Approach Delay, s/veh 30.9 28.1 16.6 16.9
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.4 23.9 6.2 13.5 5.2 27.2 6.1 13.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 4.3 32.1 * 4.6 34.3 * 4.3 32.1 * 4.3 * 36 Max Q Clear Time (g_c+I1), s 5.3 13.5 3.4 3.0 2.6 9.1 3.3 6.6 Green Ext Time (p_c), s 0.0 4.9 0.0 0.1 0.0 3.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 736
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 1: Highland Avenue & Golden State Boulevard 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NBL NBT NBR SBL SBT SBR SEU SEL SET SER NWU NWL Lane Configurations
Traffic Volume (vph) 357 597 47 55 530 8 1 33 496 457 3 23 Future Volume (vph) 357 597 47 55 530 8 1 33 496 457 3 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1752 1845 1548 1752 1840 1752 3505 1568 1752 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1752 1845 1548 1752 1840 1752 3505 1568 1752 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 384 642 51 59 570 9 1 35 533 491 3 25
RTOR Reduction (vph) 0 0 26 0 1 0 0 0 0 208 0 0
Lane Group Flow (vph) 384 642 25 59 578 0 0 36 533 283 0 28 Confl. Peds. (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Prot Prot NA Perm Prot Prot Protected Phases 5 2 1 6 7 7 4 3 3
Permitted Phases 2 4
Actuated Green, G (s) 27.0 51.3 51.3 10.5 34.5 3.6 25.6 25.6 2.1 Effective Green, g (s) 27.0 51.3 51.3 10.5 34.5 3.6 25.6 25.6 2.1 Actuated g/C Ratio 0.25 0.48 0.48 0.10 0.32 0.03 0.24 0.24 0.02 Clearance Time (s) 4.2 4.6 4.6 4.2 4.9 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 443 887 744 172 594 59 840 376 34
v/s Ratio Prot c0.22 0.35 0.03 c0.31 c0.02 0.15 0.02
v/s Ratio Perm 0.02 c0.18
v/c Ratio 0.87 0.72 0.03 0.34 0.97 0.61 0.63 0.75 0.82
Uniform Delay, d1 38.1 22.1 14.6 44.9 35.7 50.9 36.4 37.6 52.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.2 3.0 0.0 1.2 30.1 17.2 1.6 8.3 85.0 Delay (s) 54.3 25.0 14.6 46.1 65.8 68.1 37.9 46.0 137.1 Level of Service D C B D E E D D F
Approach Delay (s) 35.0 63.9 42.7
Approach LOS C E D
Intersection Summary
HCM 2000 Control Delay 44.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 106.7 Sum of lost time (s) 17.5 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
737
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 1: Highland Avenue & Golden State Boulevard 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement NWT NWR
Lane Configurations
Traffic Volume (vph) 297 76
Future Volume (vph) 297 76
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
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 0.93 0.93
Adj. Flow (vph) 319 82
RTOR Reduction (vph) 0 63
Lane Group Flow (vph) 319 19
Confl. Peds. (#/hr)
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 24.1 24.1
Effective Green, g (s) 24.1 24.1
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 791 354
v/s Ratio Prot 0.09
v/s Ratio Perm 0.01
v/c Ratio 0.40 0.05
Uniform Delay, d1 35.2 32.4
Progression Factor 1.00 1.00
Incremental Delay, d2 0.3 0.1
Delay (s) 35.5 32.4
Level of Service D C
Approach Delay (s) 41.6
Approach LOS D
Intersection Summary
738
HCM 6th AWSC Cumulative Year 2046 plus Project PM Peak
2: DeWolf Avenue & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh18.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 328 12 215 349 26 7 5 289 21 13 2
Future Vol, veh/h 0 328 12 215 349 26 7 5 289 21 13 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 357 13 234 379 28 8 5 314 23 14 2
Number of Lanes 0 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 19 19.9 15.8 11.3

HCM LOS C C C B

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 2% 0% 100% 0% 58%
Vol Thru, % 2% 96% 0% 93% 36%
Vol Right, % 96% 4% 0% 7% 6%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 301 340 215 375 36
LT Vol 7 0 215 0 21
Through Vol 5 328 0 349 13
RT Vol 289 12 0 26 2
Lane Flow Rate 327 370 234 408 39
Geometry Grp 25772
Degree of Util (X) 0.539 0.626 0.441 0.707 0.083
Departure Headway (Hd) 5.936 6.1 6.8 6.242 7.603
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 602 588 526 575 474
Service Time 4.025 4.185 4.585 4.026 5.603
HCM Lane V/C Ratio 0.543 0.629 0.445 0.71 0.082
HCM Control Delay 15.8 19 14.9 22.8 11.3
HCM Lane LOS C C B C B
HCM 95th-tile Q 3.2 4.3 2.2 5.7 0.3
739
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 3: Future N-S Road & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1132 132 0 1238 109 0
Future Volume (veh/h) 1132 132 0 1238 109 0
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 1230 143 0 1346 118 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 333333
Cap, veh/h 2049 914 0 2049 235 209
Arrive On Green 0.58 0.58 0.00 0.58 0.13 0.00
Sat Flow, veh/h 3618 1572 0 3711 1767 1572
Grp Volume(v), veh/h 1230 143 0 1346 118 0
Grp Sat Flow(s),veh/h/ln 1763 1572 0 1763 1767 1572
Q Serve(g_s), s 7.2 1.3 0.0 8.3 2.0 0.0
Cycle Q Clear(g_c), s 7.2 1.3 0.0 8.3 2.0 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2049 914 0 2049 235 209
V/C Ratio(X) 0.60 0.16 0.00 0.66 0.50 0.00
Avail Cap(c_a), veh/h 3112 1388 0 3112 1505 1339
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 4.3 3.1 0.0 4.6 13.0 0.0
Incr Delay (d2), s/veh 0.3 0.1 0.0 0.4 1.7 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.6 3.2 0.0 4.9 14.6 0.0
LnGrp LOS AAAABA
Approach Vol, veh/h 1373 1346 118
Approach Delay, s/veh 4.5 4.9 14.6
Approach LOS A A B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 8.9 23.3 23.3
Change Period (Y+Rc), s 4.6 4.6 4.6
Max Green Setting (Gmax), s 27.4 28.4 28.4
Max Q Clear Time (g_c+I1), s 4.0 9.2 10.3
Green Ext Time (p_c), s 0.3 8.2 8.4
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
740
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 4: Floral Avenue & Walmart Main Driveway 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 32 1077 23 129 157 1202 400 14 36 67 417 60 Future Volume (vph) 32 1077 23 129 157 1202 400 14 36 67 417 60 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 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 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 Frt 1.00 1.00 0.85 1.00 0.96 1.00 0.90 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 0.97 Satd. Flow (prot) 1752 3505 1568 1752 3355 1752 1664 1665 1673 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 0.97 Satd. Flow (perm) 1752 3505 1568 1752 3355 1752 1664 1665 1673 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 34 1134 24 136 165 1265 421 15 38 71 439 63 RTOR Reduction (vph) 0 0 15 0 0 24 0 0 56 0 0 3
Lane Group Flow (vph) 34 1134 9 0 301 1662 0 15 53 0 263 259 Confl. Peds. (#/hr) 1
Turn Type Prot NA Perm Prot Prot NA Split NA Split NA
Protected Phases 7 4 3 3 8 2 2 6 6
Permitted Phases 4
Actuated Green, G (s) 4.4 40.1 40.1 22.9 58.6 7.9 7.9 22.7 22.7 Effective Green, g (s) 4.4 40.1 40.1 22.9 58.6 7.9 7.9 22.7 22.7 Actuated g/C Ratio 0.04 0.36 0.36 0.21 0.53 0.07 0.07 0.21 0.21 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 69 1273 569 363 1780 125 119 342 343 v/s Ratio Prot 0.02 c0.32 0.17 c0.50 0.01 c0.03 c0.16 0.15 v/s Ratio Perm 0.01
v/c Ratio 0.49 0.89 0.02 0.83 0.93 0.12 0.45 0.77 0.75
Uniform Delay, d1 51.9 33.1 22.5 41.9 24.1 48.0 49.2 41.4 41.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.4 8.2 0.0 14.4 9.6 0.4 2.7 10.0 9.1 Delay (s) 57.4 41.2 22.5 56.3 33.7 48.4 51.8 51.4 50.3
Level of Service E D C E C D D D D
Approach Delay (s) 41.3 37.1 51.4 50.8
Approach LOS D D D D
Intersection Summary
HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 110.4 Sum of lost time (s) 16.8 Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
741
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 4: Floral Avenue & Walmart Main Driveway 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement SBR
Lane Configurations
Traffic Volume (vph) 22
Future Volume (vph) 22
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 23
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
742
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 6: SR 99 SB Off-Ramp & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1774 117 112 1409 0 0 0 137 242 41 567 Future Volume (vph) 0 1774 117 112 1409 0 0 0 137 242 41 567 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 5.7 6.8 5.7 6.1 5.7 5.7
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 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 1.00 0.86 1.00 0.87 0.85
Flt Protected 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3505 1568 1752 3505 1596 3400 1507 1470 Flt Permitted 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3505 1568 1752 3505 1596 3400 1507 1470 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1928 127 122 1532 0 0 0 149 263 45 616 RTOR Reduction (vph) 0 0 51 0 0 0 0 0 64 0 44 65
Lane Group Flow (vph) 0 1928 76 122 1532 0 0 0 85 263 291 261 Confl. Peds. (#/hr) 1
Turn Type NA Perm Prot NA pt+ov Prot NA Perm
Protected Phases 2 1 6 1 8 7 4
Permitted Phases 2 8 4
Actuated Green, G (s) 81.0 81.0 10.7 97.4 22.9 17.5 30.1 30.1 Effective Green, g (s) 81.0 81.0 10.7 97.4 22.9 17.5 30.1 30.1 Actuated g/C Ratio 0.58 0.58 0.08 0.70 0.16 0.12 0.22 0.22 Clearance Time (s) 6.8 6.8 5.7 6.8 6.1 5.7 5.7
Vehicle Extension (s) 4.9 4.9 2.0 4.4 5.5 5.5 5.5
Lane Grp Cap (vph) 2027 907 133 2438 261 425 324 316
v/s Ratio Prot c0.55 c0.07 0.44 0.05 0.08 c0.19
v/s Ratio Perm 0.05 0.18
v/c Ratio 0.95 0.08 0.92 0.63 0.32 0.62 0.90 0.83
Uniform Delay, d1 27.6 13.1 64.2 11.5 51.7 58.1 53.5 52.4 Progression Factor 1.00 1.00 0.84 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.4 0.2 41.0 0.9 0.3 4.2 27.7 18.0 Delay (s) 39.0 13.2 94.9 5.5 52.0 62.3 81.2 70.5
Level of Service D B F A D E F E
Approach Delay (s) 37.4 12.1 52.0 72.0
Approach LOS D B D E
Intersection Summary
HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.3 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
743
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 7: Highland Avenue & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 570 1351 250 256 996 174 107 386 130 83 414 603 Future Volume (veh/h) 570 1351 250 256 996 174 107 386 130 83 414 603 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 606 1437 266 272 1060 185 114 411 138 88 440 641 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 857 1719 832 284 1112 495 142 523 233 162 686 1231 Arrive On Green 0.25 0.49 0.49 0.03 0.10 0.10 0.08 0.30 0.30 0.09 0.19 0.19 Sat Flow, veh/h 3428 3526 1572 3428 3526 1571 3428 3526 1572 1767 3526 2768 Grp Volume(v), veh/h 606 1437 266 272 1060 185 114 411 138 88 440 641 Grp Sat Flow(s),veh/h/ln 1714 1763 1572 1714 1763 1571 1714 1763 1572 1767 1763 1384 Q Serve(g_s), s 22.5 49.4 13.4 11.1 41.9 15.4 4.6 15.0 8.3 6.7 16.1 3.7 Cycle Q Clear(g_c), s 22.5 49.4 13.4 11.1 41.9 15.4 4.6 15.0 8.3 6.7 16.1 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 857 1719 832 284 1112 495 142 523 233 162 686 1231 V/C Ratio(X) 0.71 0.84 0.32 0.96 0.95 0.37 0.80 0.79 0.59 0.54 0.64 0.52 Avail Cap(c_a), veh/h 857 1719 832 284 1113 496 142 761 339 172 957 1443 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.35 0.35 0.35 0.81 0.81 0.81 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 31.0 18.7 67.8 61.7 49.8 63.6 47.2 28.9 60.8 51.9 13.0 Incr Delay (d2), s/veh 0.8 1.8 0.4 36.6 15.5 1.7 20.8 4.0 3.2 1.4 1.7 0.6 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 0.0 %ile BackOfQ(50%),veh/ln 9.8 21.1 5.0 6.6 22.3 6.8 2.3 5.8 3.1 3.0 7.3 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 32.9 19.1 104.4 77.2 51.6 84.4 51.2 32.1 62.2 53.6 13.6 LnGrp LOS D C B F E D F D C E D B
Approach Vol, veh/h 2309 1517 663 1169
Approach Delay, s/veh 35.4 78.9 53.0 32.3
Approach LOS D E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.4 26.9 18.2 75.6 12.4 33.8 42.3 51.4 Change Period (Y+Rc), s 6.6 * 6.1 * 6.6 * 7.3 * 6.6 * 6.6 * 7.3 * 7.3 Max Green Setting (Gmax), s 13.6 * 30 * 12 * 58 * 5.8 * 38 * 25 * 44 Max Q Clear Time (g_c+I1), s 8.7 17.0 13.1 51.4 6.6 18.1 24.5 43.9 Green Ext Time (p_c), s 0.0 3.8 0.0 5.8 0.0 9.2 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 48.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 744
HCM Signalized Intersection Capacity Analysis Cumulative Year 2046 plus Project PM Peak 8: SR 99 NB Off-Ramp & Floral Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1092 0 0 1049 338 205
Future Volume (vph) 1092 0 0 1049 338 205
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.1 6.1 6.1
Lane Util. Factor 0.95 0.95 0.97
Frt 1.00 1.00 0.94
Flt Protected 1.00 1.00 0.97
Satd. Flow (prot) 3505 3505 3274
Flt Permitted 1.00 1.00 0.97
Satd. Flow (perm) 3505 3505 3274
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 1138 0 0 1093 352 214
RTOR Reduction (vph) 0 0 0 0 30 0
Lane Group Flow (vph) 1138 0 0 1093 536 0
Turn Type NA NA Prot
Protected Phases 2 2 8
Permitted Phases
Actuated Green, G (s) 96.9 96.9 30.9
Effective Green, g (s) 96.9 96.9 30.9
Actuated g/C Ratio 0.69 0.69 0.22
Clearance Time (s) 6.1 6.1 6.1
Vehicle Extension (s) 3.8 3.8 5.1
Lane Grp Cap (vph) 2425 2425 722
v/s Ratio Prot c0.32 0.31 c0.16
v/s Ratio Perm
v/c Ratio 0.47 0.45 0.74
Uniform Delay, d1 9.8 9.6 50.8
Progression Factor 0.53 1.00 1.00
Incremental Delay, d2 0.4 0.6 5.0
Delay (s) 5.6 10.2 55.9
Level of Service A B E
Approach Delay (s) 5.6 10.2 55.9
Approach LOS A B E
Intersection Summary
HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
745
HCM 6th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 13: Highland Avenue & Rose Avenue 09/09/2023
Improved Synchro 11 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 12 21 58 7 129 19 866 66 184 934 57 Future Volume (veh/h) 19 12 21 58 7 129 19 866 66 184 934 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 12 21 59 7 132 19 884 67 188 953 58 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 333333333333
Cap, veh/h 33 65 114 79 11 201 33 1240 94 150 1485 90
Arrive On Green 0.02 0.11 0.11 0.04 0.13 0.13 0.02 0.37 0.37 0.09 0.44 0.44 Sat Flow, veh/h 1767 605 1059 1767 80 1505 1767 3321 252 1767 3376 205 Grp Volume(v), veh/h 19 0 33 59 0 139 19 469 482 188 498 513 Grp Sat Flow(s),veh/h/ln 1767 0 1665 1767 0 1585 1767 1763 1810 1767 1763 1819 Q Serve(g_s), s 0.5 0.0 0.9 1.7 0.0 4.2 0.5 11.5 11.5 4.3 11.1 11.1 Cycle Q Clear(g_c), s 0.5 0.0 0.9 1.7 0.0 4.2 0.5 11.5 11.5 4.3 11.1 11.1 Prop In Lane 1.00 0.64 1.00 0.95 1.00 0.14 1.00 0.11
Lane Grp Cap(c), veh/h 33 0 179 79 0 212 33 658 676 150 775 800 V/C Ratio(X) 0.58 0.00 0.18 0.75 0.00 0.66 0.58 0.71 0.71 1.25 0.64 0.64 Avail Cap(c_a), veh/h 150 0 1139 150 0 1128 150 1119 1149 150 1119 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.6 0.0 20.5 23.9 0.0 20.8 24.6 13.5 13.5 23.1 11.1 11.1 Incr Delay (d2), s/veh 15.2 0.0 0.5 13.2 0.0 3.4 15.2 1.5 1.4 156.2 0.9 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 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 0.9 0.0 1.6 0.3 3.6 3.7 8.0 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.8 0.0 21.0 37.1 0.0 24.2 39.8 15.0 14.9 179.3 12.0 11.9 LnGrp LOS D A C D A C D B B F B B
Approach Vol, veh/h 52 198 970 1199
Approach Delay, s/veh 27.9 28.1 15.5 38.2
Approach LOS C C B D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.5 24.2 6.5 11.4 5.1 27.5 5.1 12.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 Max Green Setting (Gmax), s * 4.3 32.1 * 4.3 34.6 * 4.3 32.1 * 4.3 * 36 Max Q Clear Time (g_c+I1), s 6.3 13.5 3.7 2.9 2.5 13.1 2.5 6.2 Green Ext Time (p_c), s 0.0 5.4 0.0 0.1 0.0 5.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 746
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB NB B29 SB SB SE SE SE SE NW NW
Directions Served L T R T L TR UL T T R UL T
Maximum Queue (ft) 368 447 51 32 270 419 13 73 192 170 72 134 Average Queue (ft) 195 138 10 1 40 228 0 19 17 56 6 48
95th Queue (ft) 346 338 33 11 146 388 4 50 76 127 29 103 Link Distance (ft) 376 1102 1299 2540 2540 1098
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 3
Storage Bay Dist (ft) 250 80 150 200 70 75
Storage Blk Time (%) 8 12 30 5 0 4
Queuing Penalty (veh) 18 43 15 5 0 2
Intersection: 1: Highland Avenue & Golden State Boulevard Movement NW
Directions Served T
Maximum Queue (ft) 139
Average Queue (ft) 50
95th Queue (ft) 114
Link Distance (ft) 1098
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement EB WB WB NB SB
Directions Served LTR L TR LTR LTR
Maximum Queue (ft) 73 31 68 42 31
Average Queue (ft) 39 18 35 16 12
95th Queue (ft) 59 40 52 39 32
Link Distance (ft) 2669 1937 2731 2628
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
747
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Future N-S Road & Floral Avenue
Movement EB EB EB WB WB NB
Directions Served T T R LT T L
Maximum Queue (ft) 98 96 50 136 108 67
Average Queue (ft) 43 30 10 64 27 19
95th Queue (ft) 78 65 35 119 77 47
Link Distance (ft) 1184 1184 624 624
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB EB WB WB WB NB NB SB SB
Directions Served L T T R UL T TR L TR L LTR
Maximum Queue (ft) 88 182 180 54 286 282 294 67 125 132 153 Average Queue (ft) 19 95 81 16 183 103 140 19 58 34 79
95th Queue (ft) 54 156 144 46 285 211 261 46 100 84 140 Link Distance (ft) 624 624 380 380 335 716
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100 340 100 100
Storage Blk Time (%) 0 10 5 0 0 1 0 4
Queuing Penalty (veh) 0 2 1 0 0 0 0 4
Intersection: 5: Eastern Driveway & Floral Avenue
Movement EB NB
Directions Served TR R
Maximum Queue (ft) 29 89
Average Queue (ft) 1 34
95th Queue (ft) 10 62
Link Distance (ft) 380 293
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
748
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L TR R
Maximum Queue (ft) 206 259 150 90 288 260 53 131 139 138 120 Average Queue (ft) 109 129 24 45 96 102 13 55 76 68 42
95th Queue (ft) 184 221 94 79 218 211 33 110 126 114 81 Link Distance (ft) 229 229 512 512 218 1827
Upstream Blk Time (%) 1
Queuing Penalty (veh) 4
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 9 1
Queuing Penalty (veh) 5 1
Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 191 249 414 436 160 199 250 478 430 370 90 153 Average Queue (ft) 114 107 153 182 68 121 127 263 253 62 48 60 95th Queue (ft) 177 201 298 356 172 190 246 425 391 230 92 109 Link Distance (ft) 512 512 466 466
Upstream Blk Time (%) 1
Queuing Penalty (veh) 5
Storage Bay Dist (ft) 200 200 100 150 150 250 170 170
Storage Blk Time (%) 0 0 3 19 0 6 2 22 9 0
Queuing Penalty (veh) 0 0 9 34 2 25 7 56 12 0
Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB NB SB SB SB SB SB
Directions Served T T R L T T R R
Maximum Queue (ft) 264 252 130 109 218 272 148 129
Average Queue (ft) 125 90 46 53 136 114 57 56
95th Queue (ft) 226 207 120 96 199 201 114 102
Link Distance (ft) 575 575 1102 1102
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 200 200
Storage Blk Time (%) 8 12 1 1 29 2
Queuing Penalty (veh) 8 13 1 2 15 7
749
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served T T T T L LR
Maximum Queue (ft) 107 148 375 250 428 418
Average Queue (ft) 31 44 89 85 163 187
95th Queue (ft) 85 109 225 191 281 312
Link Distance (ft) 466 466 550 550 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 350
Storage Blk Time (%) 1
Queuing Penalty (veh) 3
Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE NW NW NW
Directions Served UL T TR L T TR UL T T UL L T
Maximum Queue (ft) 28 173 218 150 395 250 153 104 132 66 88 231 Average Queue (ft) 5 69 97 102 157 121 38 43 55 26 34 90 95th Queue (ft) 16 142 181 170 290 208 95 89 106 59 72 163 Link Distance (ft) 550 550 2655 2655 935 935 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 130 120 120
Storage Blk Time (%) 8 41 10 1 10 2
Queuing Penalty (veh) 2 144 8 1 1 3
Intersection: 9: Whitson Street & Floral Avenue
Movement NW NW
Directions Served T R
Maximum Queue (ft) 224 140
Average Queue (ft) 104 14
95th Queue (ft) 176 81
Link Distance (ft) 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 70
Storage Blk Time (%) 27
Queuing Penalty (veh) 7
750
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 292 242 194 321 281 184 180
Average Queue (ft) 96 95 153 120 103 107 50
95th Queue (ft) 203 199 230 280 215 159 127
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 27 7 1 1
Queuing Penalty (veh) 54 28 3 1
Intersection: 11: Stillman Street & Southern Driveway
Movement SB
Directions Served LR
Maximum Queue (ft) 70
Average Queue (ft) 35
95th Queue (ft) 62
Link Distance (ft) 454
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
751
Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB WB WB WB NB NB NB NB SB
Directions Served L L T R L T R L L T TR L
Maximum Queue (ft) 81 81 60 93 53 71 72 165 123 363 426 136 Average Queue (ft) 17 38 13 37 20 16 27 84 26 172 199 57 95th Queue (ft) 63 78 44 75 48 49 57 141 81 344 379 109 Link Distance (ft) 307 356 356 673 673
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 100 100 300 300 320
Storage Blk Time (%) 0300 2
Queuing Penalty (veh) 0400 2
Intersection: 12: Highland Avenue & Stillman Street
Movement SB SB SB SB SB
Directions Served L T T R R
Maximum Queue (ft) 47 303 312 86 44
Average Queue (ft) 10 142 153 33 3
95th Queue (ft) 35 269 294 65 18
Link Distance (ft) 762 762
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 320 320 320
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 93 101 74 116 79 243 239 193 215 308 Average Queue (ft) 34 26 34 58 17 141 140 78 92 132
95th Queue (ft) 68 67 69 101 56 233 240 145 206 260
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 561
752
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Highland Avenue & Golden State Boulevard Movement NB NB NB B29 B29 SB SB SE SE SE SE NW
Directions Served L T R T L TR UL T T R UL
Maximum Queue (ft) 370 448 120 757 608 270 1052 56 220 361 170 16 Average Queue (ft) 188 237 26 101 20 77 449 6 90 110 103 1 95th Queue (ft) 356 431 104 487 200 241 795 27 164 226 191 7 Link Distance (ft) 376 1102 1102 1299 2540 2540
Upstream Blk Time (%) 0 2
Queuing Penalty (veh) 0 21
Storage Bay Dist (ft) 250 80 150 200 70 75
Storage Blk Time (%) 1 27 56 19 18
Queuing Penalty (veh) 8 108 31 85 44
Intersection: 1: Highland Avenue & Golden State Boulevard Movement NW NW B32
Directions Served T T T
Maximum Queue (ft) 74 77 1092
Average Queue (ft) 17 28 73
95th Queue (ft) 51 67 522
Link Distance (ft) 1098 1098 935
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: DeWolf Avenue & Floral Avenue
Movement EB WB WB NB SB
Directions Served LTR L TR LTR LTR
Maximum Queue (ft) 144 77 77 113 72
Average Queue (ft) 63 48 53 55 25
95th Queue (ft) 98 71 72 86 50
Link Distance (ft) 2669 1937 2731 2628
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
753
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 3: Future N-S Road & Floral Avenue
Movement EB EB EB WB WB NB
Directions Served T T R LT T L
Maximum Queue (ft) 804 825 370 584 586 94
Average Queue (ft) 389 393 194 234 172 50
95th Queue (ft) 868 894 483 437 381 91
Link Distance (ft) 1184 1184 624 624
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%) 42
Queuing Penalty (veh) 55
Intersection: 4: Floral Avenue & Walmart Main Driveway
Movement EB EB EB EB WB WB WB NB NB SB SB
Directions Served L T T R UL T TR L TR L LTR
Maximum Queue (ft) 190 649 658 190 375 476 476 44 129 200 335 Average Queue (ft) 66 516 522 36 303 393 350 12 54 140 198 95th Queue (ft) 184 816 800 151 478 565 540 34 105 225 312 Link Distance (ft) 624 624 380 380 335 716
Upstream Blk Time (%) 21 23 4 24 11
Queuing Penalty (veh) 119 131 0 240 109
Storage Bay Dist (ft) 100 100 340 100 100
Storage Blk Time (%) 66 68 24 23 2 11 43
Queuing Penalty (veh) 21 16 146 64 0 32 89
Intersection: 5: Eastern Driveway & Floral Avenue
Movement EB EB WB WB NB
Directions Served T TR T T R
Maximum Queue (ft) 400 399 315 274 114
Average Queue (ft) 334 338 113 92 41
95th Queue (ft) 488 491 294 268 81
Link Distance (ft) 380 380 229 229 293
Upstream Blk Time (%) 10 10 4 1
Queuing Penalty (veh) 85 88 41 13
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
754
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: SR 99 SB Off-Ramp & Floral Avenue
Movement EB EB EB WB WB WB NB SB SB SB SB
Directions Served T T R L T T R L L TR R
Maximum Queue (ft) 280 283 150 300 518 472 163 201 153 355 315 Average Queue (ft) 242 254 85 163 199 146 59 84 93 211 184 95th Queue (ft) 272 285 192 303 402 311 123 147 145 330 313 Link Distance (ft) 229 229 512 512 218 1827
Upstream Blk Time (%) 33 34 1
Queuing Penalty (veh) 317 320 6
Storage Bay Dist (ft) 100 200 380 380 380
Storage Blk Time (%) 48 0 22 2
Queuing Penalty (veh) 56 0 157 3
Intersection: 7: Highland Avenue & Floral Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L L
Maximum Queue (ft) 225 250 529 570 160 200 250 548 547 370 150 279 Average Queue (ft) 184 222 479 463 117 183 236 482 463 199 53 71 95th Queue (ft) 259 317 595 676 217 225 312 618 625 465 111 179 Link Distance (ft) 512 512 466 466
Upstream Blk Time (%) 5 5 42 26
Queuing Penalty (veh) 49 55 290 178
Storage Bay Dist (ft) 200 200 100 150 150 250 170 170
Storage Blk Time (%) 15 12 15 38 0 72 3 49 38 0
Queuing Penalty (veh) 103 79 84 94 0 358 13 126 66 0
Intersection: 7: Highland Avenue & Floral Avenue
Movement NB NB NB SB SB SB SB SB
Directions Served T T R L T T R R
Maximum Queue (ft) 382 291 130 179 299 160 173 183
Average Queue (ft) 146 115 51 79 162 92 103 93
95th Queue (ft) 288 234 122 142 243 155 164 149
Link Distance (ft) 575 575 1102 1102
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80 100 200 200
Storage Blk Time (%) 8 15 2 6 26 0
Queuing Penalty (veh) 8 19 4 13 22 0
755
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 8: SR 99 NB Off-Ramp & Floral Avenue
Movement EB EB WB WB NB NB
Directions Served T T T T L LR
Maximum Queue (ft) 455 466 582 588 469 603
Average Queue (ft) 83 97 382 385 199 269
95th Queue (ft) 218 229 710 702 372 477
Link Distance (ft) 466 466 550 550 1193
Upstream Blk Time (%) 0088
Queuing Penalty (veh) 0 1 43 42
Storage Bay Dist (ft) 350
Storage Blk Time (%) 1 7
Queuing Penalty (veh) 4 12
Intersection: 9: Whitson Street & Floral Avenue
Movement EB EB EB WB WB WB SE SE SE SE NW NW
Directions Served UL T TR L T TR UL T T R UL L
Maximum Queue (ft) 144 550 563 150 384 364 228 203 220 140 185 250 Average Queue (ft) 53 287 316 72 160 172 87 92 111 27 103 123 95th Queue (ft) 136 507 544 165 309 305 169 177 201 118 200 249 Link Distance (ft) 550 550 2655 2655 935 935
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 80 100 130 70 120 120
Storage Blk Time (%) 5 35 20 18 4 4 30 21 26
Queuing Penalty (veh) 22 23 74 12 9 7 12 32 38
Intersection: 9: Whitson Street & Floral Avenue
Movement NW NW NW
Directions Served T T R
Maximum Queue (ft) 453 158 137
Average Queue (ft) 131 98 9
95th Queue (ft) 320 157 65
Link Distance (ft) 2910 2910
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 70
Storage Blk Time (%) 2 28
Queuing Penalty (veh) 5 11
756
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 10: Highland Avenue & SR 99 SB Ramps
Movement NB NB SB SB SB SE SE
Directions Served T T L T T R R
Maximum Queue (ft) 302 311 194 406 178 319 320
Average Queue (ft) 163 153 146 90 48 178 136
95th Queue (ft) 297 274 231 269 108 292 276
Link Distance (ft) 762 762 575 575 1130
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 175
Storage Blk Time (%) 0 37 2 20 9
Queuing Penalty (veh) 0 80 7 49 23
Intersection: 11: Stillman Street & Southern Driveway
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 53 76
Average Queue (ft) 4 32
95th Queue (ft) 23 54
Link Distance (ft) 792 454
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
757
Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 09/09/2023
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 12: Highland Avenue & Stillman Street
Movement EB EB EB EB WB WB WB NB NB NB NB B30
Directions Served L L T R L T R L L T TR T
Maximum Queue (ft) 100 124 266 220 142 96 96 360 420 763 688 565 Average Queue (ft) 70 100 120 146 47 19 45 280 269 364 240 47 95th Queue (ft) 133 146 279 249 104 56 81 429 527 824 528 251 Link Distance (ft) 307 356 356 673 673 560
Upstream Blk Time (%) 15 0 1
Queuing Penalty (veh) 78 2 3
Storage Bay Dist (ft) 75 75 100 100 300 300
Storage Blk Time (%) 6 39 0 22 3 0 51 30 0
Queuing Penalty (veh) 24 158 2 53 0 0 177 103 0
Intersection: 12: Highland Avenue & Stillman Street
Movement B30 SB SB SB SB SB SB
Directions Served T L L T T R R
Maximum Queue (ft) 550 90 53 280 271 71 22
Average Queue (ft) 18 55 13 171 173 25 1
95th Queue (ft) 181 89 43 283 274 51 7
Link Distance (ft) 560 762 762
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 320 320 320 320
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 13: Highland Avenue & Rose Avenue
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 72 69 116 98 72 291 242 369 483 489
Average Queue (ft) 22 19 44 52 25 139 118 189 126 136
95th Queue (ft) 55 47 83 86 61 239 219 338 341 298
Link Distance (ft) 2563 2526 2513 2513 560 560
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1 17 0
Queuing Penalty (veh) 0 82 0
Network Summary
Network wide Queuing Penalty: 5155
758
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | J
(559) 570-8991
Appendix J: Traffic Signal Warrants
759
760
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

2. DeWolf Avenue / Floral 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
DeWolf
Avenue
Highest
Approach
Volume =
16 (28) VPH
Floral Avenue Total of Both Approaches =
166 (340) VPH
761
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

13. Highland Avenue / Rose 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
Rose
Avenue
Highest
Approach
Volume =
134 (135) VPH
Highland Avenue Total of Both Approaches =
1007 (1453) VPH
762
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

2. DeWolf Avenue / Floral 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
DeWolf
Avenue
Highest
Approach
Volume =
24 (41) VPH
Floral Avenue Total of Both Approaches =
221 (381) VPH
763
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

3. Future N-S Road / Floral 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
Future N-S
Road
Highest
Approach
Volume =
20 (44) VPH
Floral Avenue Total of Both Approaches =
278 (412) VPH
764
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

11. Southern Main Access Road / Stillman 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
Southern
Main Access
Road
Highest
Approach
Volume =
89 (80) VPH
Stillman Avenue Total of Both Approaches =
116 (169) VPH
765
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions

13. Highland Avenue / Rose 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
Rose
Avenue
Highest
Approach
Volume =
139 (141) VPH
Highland Avenue Total of Both Approaches =
1041 (1481) VPH
766
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

2. DeWolf Avenue / Floral 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
DeWolf
Avenue
Highest
Approach
Volume =
27 (144) VPH
Floral Avenue Total of Both Approaches =
260 (541) VPH
767
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

3. Future N-S Road / Floral 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
Future N-S
Road
Highest
Approach
Volume =
30 (44) VPH
Floral Avenue Total of Both Approaches =
563 (1196) VPH
768
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

11. Southern Main Access Road / Stillman 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
Southern
Main Access
Road
Highest
Approach
Volume =
89 (80) VPH
Stillman Avenue Total of Both Approaches =
132 (205) VPH
769
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions

13. Highland Avenue / Rose 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
Rose
Avenue
Highest
Approach
Volume =
156 (168) VPH
Highland Avenue Total of Both Approaches =
1224 (1781) VPH
770
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 No Project Traffic Conditions

2. DeWolf Avenue / Floral 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
DeWolf
Avenue
Highest
Approach
Volume =
25 (288) VPH
Floral Avenue Total of Both Approaches =
328 (889) VPH
771
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 No Project Traffic Conditions

13. Highland Avenue / Rose 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
Rose
Avenue
Highest
Approach
Volume =
171 (188) VPH
Highland Avenue Total of Both Approaches =
1520 (2098) VPH
772
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 plus Project Traffic Conditions

2. DeWolf Avenue / Floral 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
DeWolf
Avenue
Highest
Approach
Volume =
36 (301) VPH
Floral Avenue Total of Both Approaches =
383 (930) VPH
773
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 plus Project Traffic Conditions

3. Future N-S Road / Floral 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
Future N-S
Road
Highest
Approach
Volume =
62 (109) VPH
Floral Avenue Total of Both Approaches =
1067 (2502) VPH
774
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 plus Project Traffic Conditions

11. Southern Main Access Road / Stillman 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
Southern
Main Access
Road
Highest
Approach
Volume =
89 (80) VPH
Stillman Avenue Total of Both Approaches =
191 (367) VPH
775
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2046 plus Project Traffic Conditions

13. Highland Avenue / Rose 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
Rose
Avenue
Highest
Approach
Volume =
176 (194) VPH
Highland Avenue Total of Both Approaches =
1554 (2126) VPH
776

EXHIBIT D

CONDITIONS OF APPROVAL
777
778

Page 1 of 12 ends

CITY OF SELMA

CONDITIONS OF APPROVAL
General Plan Amendment, Annexation, Pre-Zone, Site Plan Review, Tentative Subdivision Map and Final EIR
Selma Casitas-2022-0030
***REVISED 11/11/2025***
The following is a draft list of Conditions of Approval. This list is subject to revision and may be updated by the City prior to the finalization of the Conditions of Approval for the scheduled public hearing.

CONDITIONS:

Planning Division- Contact Lupe Macias at 559-891-2209

1. The project shall substantially conform to the approved tentative subdivision map and these conditions of approval. Any significant deviation shall require Planning Commission modification.

2. The subdivider shall comply with all provisions of the California Subdivision Map Act (Gov. Code § 66410 et seq.), the Selma Municipal Code Titles 10 and 12, and any other applicable State or local regulations.

3. Each newly created parcel shall meet the minimum lot size, width, and setback requirements of the applicable zoning district under Selma Municipal Code Title

11. 4. Any future construction, grading, or site development on the new parcels shall comply with all applicable zoning, design, and building code requirements in effect at the time of permit issuance. Any subsequent amendments or modifications to the approved site plan shall be subject to review and approval by the Community Development Director (Director Review), to ensure consistency with the intent of the original project approval.

5. The subdivision shall be consistent with the City of Selma General Plan land use designation and policies regarding orderly development, infrastructure efficiency, and neighborhood compatibility.

6. A General Plan Amendment and Pre-Zone shall be adopted to designate the site as C-3 (Commercial Service) and R-4 (High Density Multi-family Zone), consistent with the approved project description.

7. All dedications required for public streets, utilities, or access shall be provided as shown on the tentative map and to the satisfaction of the City Engineer and Planning Department.
779

Page 2 of 12 ends

8. The subdivider shall pay all applicable City development impact fees (water, sewer, traffic, and park) prior to recordation of the final map or issuance of building permits, whichever occurs first.

9. The subdivider shall obtain approvals from all affected agencies and service providers (including Selma Fire Department, Public Works, and Selma-KingsburgFowler Sanitation District) prior to recordation of the final map.

Landscaping:

1. Any new landscaping or street trees within the public right-of-way shall conform to the City of Selma’s landscape standards and be maintained in good condition by the property owner.

Multi-Family Objective Design Standards:

1. The applicant shall demonstrate compliance with all applicable Objective Design Standards for multi-family and mixed-use projects as set forth in Selma Municipal Code §11-2.3(E).

2. The project shall incorporate one of the approved architectural styles— Spanish/Mediterranean, Modern, or Americana—or submit documentation identifying an alternative architectural style, its corresponding objective standards, and associated massing, materials, colors, and details.

3. Architectural plans shall demonstrate compliance with the following objective standards:
• Massing and architectural elements – consistent building articulation, window proportions, and façade symmetry.
• Materials and colors – at least two materials and three colors per elevation, with appropriate contrast for architectural detailing.
• Ornamentation and details – consistent with the selected architectural style, incorporating minimum required design features (e.g., balconies, trellises, shutters, or decorative tile).

4. The Community Development Director, or designee, shall have the authority to determine compliance with these standards and may require revisions to architectural plans prior to building permits to ensure consistency with the City’s adopted Objective Design Standards for Multi-Family and Mixed-Use Development.

5. Any deviations from the approved architectural style shall require approval from the Community Development Director.

Environmental (CEQA) Conditions:
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1. The project shall comply with all mitigation measures identified in the Selma Casitas Project Final Environmental Impact Report (Final EIR) and Mitigation Monitoring and Reporting Program (MMRP).

2. The Mitigation Monitoring and Reporting Program (MMRP) is hereby incorporated by reference as part of these Conditions of Approval. Compliance with the MMRP shall be verified by the Planning Department prior to issuance of any grading or building permits and prior to occupancy

3. The applicant shall be responsible for all monitoring and reporting costs associated with CEQA mitigation measures.

Building Division- Contact Miriam Cruz at (559) 891-2208

1. The project shall comply with the California Building Standards Code (Title 24, CCR) and City-adopted amendments.

2. Building permits shall not be issued until all Planning and Engineering conditions have been satisfied.

3. Building inspections shall verify ADA accessibility, parking compliance, and energy efficiency standards prior to final occupancy.

Fire Department- Contact Anthony Rivas at (559) 891-2265

1. The project shall comply with all requirements of the Selma Fire Department and the California Fire Code.

2. Fire apparatus access roads and fire hydrant spacing shall be designed per current standards.

3. Fire flow requirements shall be verified with California Water Service (CalWater) prior to building permit issuance.

Engineering Division- Contact David Horn at (559) 891-2200

1. Drainage, grading, on-site and utility improvements shall be in accordance with plans reviewed and approved by the City Engineer. The Developer or successor in interest shall be responsible for the preparation of plans.

2. The Developer or successor in interest shall submit to the City Engineer, a set of construction plans on 24" x 36" sheets for all required improvements (the Improvement Plans’). The Improvement Plans shall be prepared by a registered civil engineer, and shall include a site grading and drainage plan and an overall site utility plan showing locations and sizes of sewer, water, irrigation, and storm 781

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drain mains, laterals, manholes, meters, valves, hydrants, other facilities, etc.

These plans shall include a revised site plan with trash enclosure location, tanks, generators, per City of Selma requirements. Plan check and inspection fees per City of Selma shall be paid with the first submittal of said Improvement Plans.

3. All Improvement Plans shall be approved by the City or all other utility providing agencies (SKF, Cal-Water, etc.) prior to the release of any development Permit.

4. Inspection fees shall be paid prior to the requesting inspections during construction.

5. The drainage/site improvement plans for the development shall be prepared by a registered Civil Engineer for review and approval by the City Engineer prior to the issuance of Grading Permit.

6. Grade differentials between lots and adjacent properties shall be adequately shown on the Grading Plan and shall be treated in a manner in conformance with City of Selma Standards. A header board or retaining wall shall be installed or constructed if grade differential is greater than twelve inches (12”).

7. The Developer or successor in interest must comply with the City of Selma Engineering/Public Works Standards and Specification requirements. Any deviation from said standards and specifications must be approved by the City Engineer prior to issuance of Grading Permit.

8. Prior to commencing any work within the City’s right-of-way, the Contractor for the Developer or successor in interest shall be responsible for obtaining encroachment permits from the City of Selma and shall furnish to the City acceptable security to guarantee the construction of the off-site street improvements pursuant to determination by the City Engineer.

9. The Developer or successor in interest shall submit a preliminary title report for the subject property prior to the City Engineer’s review commencing of improvement plans or grading permit.

10. The Developer or successor in interest shall comply with the requirements of the Pacific, Gas and Electric Company (PG&E). The City will not accept the first submittal of improvement plans without proof that the developer has provided the improvement plans and documents showing all proposed work to the utility, telephone, cable, and other communication companies. PG&E plans shall be submitted to the City Engineer for review prior to approval of the Grading Plan.

11. No above-ground transformers are permitted on the required sidewalk within the public right-of-way.
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12. All new easements for any public utilities, shared parking, or cross-access - shall be recorded, as necessary, prior to the issuance of the Building Permits for the proposed buildings. No portion of the buildings shall be located in a public utility easement. All easements of record shall be accurately plotted on the improvement plans clearly depicting the relationship of easements to proposed improvements.

13. All circulation areas on the site shall be paved with asphalt concrete to the satisfaction of the City Engineer.

14. All pavement within the property line shall be paved with minimum 2” AC/4” AB over compacted native material. A soils report shall be submitted with the first submittal of the Grading Plan showing proposed pavement structural sections.

15. All public and private improvements consisting of stormwater systems, street medians, concrete curbs, gutters, sidewalks, wheelchair ramps, streetlights, site grading, striping and markings, signage, and pavement surfacing, and all other improvements shall be installed in accordance with City of Selma construction standards and specifications currently in effect and as approved by the City Engineer.

16. A Site Utility Plan shall be submitted depicting the sewer and water improvements serving the development. On-site infrastructure from the service laterals to the building shall be reviewed and approved by the City Engineer prior to issuance of the Grading Permit or Building Permit.

17. Any proposed sanitary sewer connection shall be reviewed and approved by SKF prior to issuance of the Grading Permit or Building Permit.

18. Any proposed domestic or fire service shall be reviewed and approved by Calwater prior to issuance of the Grading Permit or Building Permit.

19. Any on-site fire protection infrastructure such as the Backflow Preventor, Fire Department Connection, or Post Indicator Valve shall be reviewed and approved by the Fire Department and City Engineer prior to the issuance of the Grading Permit.

20. The Developer or successor in interest shall not install any fences, temporary or permanent, in the public right-of-way.

21. The Developer or successor in interest shall require the surveyor/civil engineer for the development to notify, in writing, the City Engineer of any existing section corner, property corner or reference monuments damaged by the construction of improvements performed as part of the development. The applicant shall have all such monuments reset to the satisfaction of the City Engineer. A licensed land surveyor or civil engineer licensed to perform land surveying shall certify the placement of all required monumentation prior to issuance of a Final Certificate of Occupancy. Brass caps are required for installation of new monuments or replacement of prior installation. Within five days after the final 783

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setting or replacement of all monuments has been completed, the engineer or surveyor shall give written notice to the City Engineer certifying that the final monuments have been set and that he has filed with the County Recorder all appropriate records of survey or corner records.

22. The Developer or successor in interest shall contact the Regional Water Quality Board and comply with all requirements, pay all applicable fees required, obtain any required NPDES permit and implement Best Available Technology Economically Achievable and Best Conventional Pollutant Control Technology to reduce or eliminate storm water pollution during construction. If applicable, the Waste Discharge Identification Number (WDID Number) shall be noted on the Grading Plan.

23. An Erosion Control Plan will be required prior to approval of a Grading Permit.

24. The Developer or successor in interest is responsible for pulling all permits and shall follow all rules, regulations and requirements of the San Joaquin Valley Air Pollution Control District (SJVAPCD) for dust and emission reduction. If applicable, the developer shall provide the City Engineer with copies of any Record Keeping documents submitted to the SJVAPCD prior to construction.

25. The Developer or successor in interest may be required to obtain an Underground Storage Tank Removal Permit from the Fresno County Department of Public Health, environmental Health Division, should any underground storage tank(s) be found during the project.

26. The Developer or successor in interest shall verify all existing improvements, along the frontage of the project, meets the American with Disabilities Act (ADA) requirements. Any existing improvements missing or not in compliance with current ADA requirements shall be replaced as necessary by the current City and ADA standards prior to Final Occupancy Bond.

27. All ADA path of travels shall be per California Building Code and shown on the plans.

28. All damage to the existing curb, gutter, sidewalk, or pavement within the public right of way along the frontage shall be replaced in-kind per City of Selma standards.

29. Contractor shall verify all conditions in the field prior to commencing any construction or excavation activities.

30. Within twenty (20) calendar days after all improvements have been constructed and accepted by the City, the Developer or successor in interest shall submit to the City of Selma Engineering Division the approved set of construction plans revised to reflect all field revisions and marked "AS-BUILT" for review and approval City Engineer prior to the issuance of a Certificate of Occupancy.
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31. Upon approval of the "AS-BUILTS" by the City, the Developer or successor in interest shall provide (1) full size copy and one digital copy of the "AS-BUILTS" to the City prior to the issuance of a Certificate of Occupancy.

32. The Developer shall provide preliminary soils report and pay for compaction tests. A copy of the final soils report and compaction test results shall be provided to the Selma Engineering Division prior to approval of the As-Grade Plans.

Engineering Division – Site Specific Conditions

33. Dedications and Street Improvements

1.The Developer shall provide right-of-way (R/W) acquisition or dedicate free and clear of all encumbrances and/or improve the following streets to City standards:
a) Floral Street (General Plan Street Designation: Arterial):
i) Dedicate an additional 20’ South of the existing 30’ right of way south of Section Line for public street and utility purposes (total ultimate R/W of 100’).
ii) Additional dedication from adjacent parcels may be required to provide adequate lane transition.
iii) Construct improvements in accordance with City Street Standards and as shown on Tentative Map. Improvements
shall include curb and gutter, sidewalk, curb ramps, streetlights, landscaping and irrigation, permanent paving, and sound wall. b) Stillman Street (General Plan Street Designation: Local); i) Dedicate sufficient R/W for a total of 42’ north from Section Line for public street and utility purposes.
ii) Dedicated R/W south of Section Line as needed (if applicable) to construct center travel lane improvements for eastbound traffic including one 12’ travel lane and one 4’ shoulder iii) Construct improvements in accordance with City Street Standards. Improvements shall include curb and gutter,
sidewalk, curb ramps, streetlights, landscaping and irrigation, permanent paving and sound wall.
c) Future Street (General Plan Street Designation: Collector):
i) Dedicate 46’ East and 46’ right of way West of existing Section Line/ proposed Centerline for public street and utility purposes (total ultimate R/W of 92’).
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ii) Additional dedication from adjacent parcels may be required to provide adequate lane transition.
iii) Construct improvements in accordance with City Street Standards and as shown on Tentative Map. Improvements
shall include curb and gutter, sidewalk, curb ramps, streetlights, landscaping and irrigation, permanent paving, and sound wall.

d) Interior Streets Street (General Plan Street Designation: Local):
i) Dedicate 26’ right of way of Centerline Line of each interior street for public street and utility purposes (total ultimate R/W of 52’).
ii) Construct improvements in accordance with City Street Standards and as shown on Tentative Map. Improvements
shall include curb and gutter, sidewalk, curb ramps, streetlights, landscaping and irrigation, permanent paving, and sound wall.

34. Developer shall install streetlight on metal poles to meet PG&E Standards at the locations designated by the City Engineer. Streetlight locations shall be shown on the Utility Plans submitted for approval. Proof of PG&E approval shall be provided prior to the issuance of a Certificate of Occupancy.

35. The Drive Approaches located on Stillman Street, Floral and the proposed “Future Street” and shall be constructed per City Standard ST-7. 36 The site shall require a permanent onsite Drainage Basin which shall be designed to accommodate six inches of rainfall over the retention basin watershed area. The basin shall be excavated as development occurs to provide sufficient volume to store the runoff generated by all area tributary to the facility at the time. If the project is built in phases, the minimum required storage and excavated basin volume for any phase shall be approved by the City Engineer at the time of phased permits. The ultimate basin configuration shall be approved by the City Engineer as part of a site plan review submittal to include the basin improvements as shown on the Tentative Map.

37. Trash Enclosure shall comply with current ADA requirements and must meet City Standards per Municipal Code 8.1-12.

38. The perimeter wall along the others property line shall be constructed per City Standard M-1 and be split face block.

39. Developer shall provide a striping plan for Stillman Street, Floral Street & ‘Future Street’ depicting the removal and striping of on-street parking stalls impacted by the proposed drive approach prior to approval of the Grading Plan.

Selma-Kingsburg-Fowler Sanitation District Comments:

1. The project shall submit detailed sewer infrastructure plans for SKF review and approval.
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2. Sewer capacity and connection fees shall be paid at the current rates in effect at the time of permit issuance.

3. Any required relocation or upsizing of existing sewer mains shall be at the developer’s expense.

CalWater Comments

1. The project shall connect to the existing 12-inch water mains in Floral and Highland Avenues.

2. The applicant shall extend and loop the Stillman Avenue water main to connect with the Floral Avenue main, ensuring system redundancy and reliability.

3. Final design and connection details shall be reviewed and approved by CalWater.

California Regional Water Quality Control Board

1. No comments received.

Police Department

1. Prior to issuance of a building permit, the applicant shall identify the location of surveillance cameras viewing high traffic areas and points of interest. i.e. ingress/egress, light pole fiber and electrical access at intersections, and open space/parks, on plans submitted for Community Development Department review

2. Prior to issuance of a building permit, the applicant shall identify the exterior/security lighting on the lighting plan submittal on plans submitted for Community Development Department review.

3. Denote appropriate signage onsite for non-parking areas and loitering.

Selma Unified School District

1. All school fees shall be paid prior to issuance of building permit.

Solid Waste Disposal and Recycling

1. Trash enclosure locations and design shall comply with City standards and shall be reviewed by Waste Management prior to building permit issuance.

Consolidated Mosquito Abatement District

1. The Developer or successor in interest shall refer to the Consolidated Mosquito Abatement District suggested rules and mitigation measures to reduce the incidence of mosquito.
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Consolidated Irrigation District

1. The applicant shall coordinate with the Consolidated Irrigation District (CID) to determine whether any CID facilities or easements, including canals, pipelines, or laterals, exist on or adjacent to the project site. Any such facilities shall be protected in place or modified only with the prior written approval of CID.

2. If relocation or modification of any CID facilities is proposed, the applicant shall coordinate directly with CID to obtain written approval of plans prior to improvement plan approval. All costs associated with relocation, modification, or protection of CID facilities shall be borne by the applicant.

3. No stormwater or site drainage shall be discharged into CID facilities without prior written authorization from CID. Any approved discharge shall comply with CID design and operational requirements.

4. Encroachment within CID rights-of-way or easements shall not occur without prior issuance of an Encroachment Permit from CID. Access to CID facilities shall be maintained at all times during and after construction.

5. Improvement plans affecting CID facilities shall be submitted to CID for review and written approval prior to City plan approval or issuance of any Grading or Building Permits. Written verification of CID’s approval shall be provided to the City Engineer prior to commencement of site construction.

San Joaquin Valley Air Pollution Control District

1. The project applicant shall comply with all applicable San Joaquin Valley Air Pollution Control District (SJVAPCD) rules and regulations, and with all recommendations and requirements identified in the District’s comment letter submitted during the Environmental Impact Report (EIR) public review period, which are incorporated herein by reference.

2. The project shall implement all applicable air quality and greenhouse gas mitigation measures identified in the Final Environmental Impact Report (SCH No. 2024070105) and associated Mitigation Monitoring and Reporting Program (MMRP), including but not limited to measures addressing:

3. Construction-related emissions (e.g., dust control, equipment idling limits, and use of low-emission equipment);

4. Operational emissions and long-term air quality management. 788

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5. Compliance with SJVAPCD’s Indirect Source Review (Rule 9510) and Regulation VIII (Fugitive PM10 Prohibitions).

6. Prior to the issuance of the first grading or building permit, the applicant shall submit verification of compliance or correspondence from SJVAPCD demonstrating that all applicable District rules, permits, and mitigation measures have been satisfied.

7. The applicant shall obtain any required Air District permits (e.g., Authority to Construct or Permit to Operate) prior to commencing construction or operation of any emission-generating equipment.

County of Fresno Human Health System - Environmental Health

1. No comments received.

County of Fresno- Department of Public Works & Planning

1. No comment.

Caltrans

1. The project applicant shall comply with all applicable Caltrans requirements and recommendations identified in the California Department of Transportation (Caltrans) comment letter submitted during the Environmental Impact Report (EIR) public review period, incorporated herein by reference.

2. The project shall implement all traffic and circulation mitigation measures identified in the Final Environmental Impact Report (SCH No. 2024070105) and the associated Mitigation Monitoring and Reporting Program (MMRP) that relate to Caltrans facilities, including but not limited to improvements, signalization, encroachment permits, and right-of-way modifications.

3. Prior to the issuance of grading or building permits, the applicant shall obtain all necessary encroachment permits and approvals from Caltrans for any work or improvements within or affecting State Route 99, Floral Avenue, or connecting ramps.

4. Evidence of Caltrans coordination and approval shall be provided to the City Engineer prior to the issuance of the first building permit.

City Attorney - Defense and Indemnification Provisions:

1. The City shall not be liable to the Developer/successor in interest or to any other person, firm, or corporation whatsoever, for any injury or damage that may result to any person or property by or from any cause whatsoever in, on, or about the project of said land covered by this Agreement, or any part thereof. The preceding 789

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sentence shall not apply to any liability, loss, cost of damages caused solely by the negligence (active or passive) or willful misconduct of the City or its agents.

2. The Developer/successor in interest hereby releases and agrees to indemnify and hold the City, and its officers, agents, employees and volunteers harmless from and against any and all injuries to and deaths of persons or injuries to property, and all claims, demands, costs, loss, damage and liability, howsoever the same may be caused and whensoever the same may appear, resulting directly or indirectly from the performance or nonperformance of any or all work to be done in said project including but not limited to the street lights of way in said Project and upon the premises adjacent thereto pursuant to this Agreement, and also from any and all injuries to and deaths of persons and injuries to property or other interests, and all claims, demands, costs, loss, damage, and liability, howsoever same may be caused and whensoever same may appear, either directly or indirectly made or suffered by the Developer/successor in interest, the Developer's agents, employees, and subcontractors, while engaged in the performance of said work. The preceding sentence shall not apply to any liability, loss, cost, damage and liability caused solely by the negligence (active or passive) or willful misconduct of the City or its agents.
790
5-1
Action ItemConsideration and Necessary
Action on Resolution 2025-138R,
Adoption of an Artificial
Intelligence (AI) Use Policy for
the City of Selma
791
792
ITEM NO: 5-1

CITY COUNCIL STAFF REPORT
Meeting Date: December 16, 2025
SUBJECT: Consideration and Action on Resolution 2025-137R - Adoption of Artificial Intelligence (AI) Use Policy for the City of Selma SUBMITTED: Jason Rogers, City Manager
APPROVED: Jason Rogers, City Manager
RECOMMENDATION:

Staff recommends that the City Council adopt the attached Resolution 2025-137R approving the City of Selma Artificial Intelligence (AI) Use Policy, establishing standards for the responsible, ethical, and transparent use of AI technologies by City employees, contractors, and volunteers.

DISCUSSION:

Artificial Intelligence (AI) tools are increasingly used by public agencies to improve efficiency, assist with document drafting, support customer service, and streamline internal processes.

The City of Selma currently has no adopted policy governing staff use of AI, which creates risk related to inconsistent practices, cybersecurity exposure, mishandling of sensitive information, and compliance with the Public Records Act.

The proposed AI Use Policy establishes clear standards to ensure AI is used ethically, safely, and in alignment with State guidance and local government best practices. The policy:
• Defines AI and generative AI tools.
• Allows AI for low-risk functions such as drafting, summarizing, research, and internal workflow support.
• Prohibits entering confidential or sensitive data into public AI platforms, using AI for personnel decisions, issuing legal conclusions, or relying on AI without staff verification.
• Requires human review of all AI-generated content used in public communications or decision-making.
• Directs IT review of any AI systems prior to acquisition or use to ensure cybersecurity compliance.
• Requires transparency when AI significantly assists in public-facing materials. • Clarifies PRA retention responsibilities for AI-generated content. • Establishes annual review of the policy to update standards as technology evolves.

Adopting this policy ensures Selma can benefit from productivity improvements while maintaining compliance with legal requirements, protecting City data, and ensuring consistent, responsible use across departments.

FISCAL IMPACT:

No direct fiscal impact.
793
Any future subscription or training costs will be absorbed into Department budgets unless Council approval is requested.

Attachments:
☒ Resolution 2025-137R
☐ Ordinance
☐ Map
☐ Agreement
☐ Other
List:
794
1 RESOLUTION NO. 2025-137R

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SELMA,

CALIFORNIA APPROVING THE ADOPTION OF AN ARTIFICIAL

INTELLIGENCE (AI) USE POLICY FOR THE CITY OF SELMA
WHEREAS, Artificial Intelligence (AI) tools, including generative AI platforms, are increasingly used by public agencies to enhance efficiency, support internal workflows, draft documents, and improve customer service; and,
WHEREAS, the City of Selma currently does not have a formal policy governing the ethical, responsible, and secure use of AI tools by City staff, volunteers, or contractors; and, WHEREAS, the City Council desires to ensure AI use is consistent with applicable federal, state, and local laws, including the California Public Records Act, cybersecurity standards, and data privacy requirements; and,
WHEREAS, the proposed City of Selma Artificial Intelligence (AI) Use Policy establishes guidelines for the safe, transparent, and appropriate use of AI tools, including permitted uses, prohibited uses, human oversight requirements, and departmental responsibilities; and WHEREAS, the policy provides clear standards to protect confidential and sensitive information, ensure human accountability in decision-making, and promote consistency across City departments; and
WHEREAS, the City Manager recommends approval of this policy and will oversee its implementation and annual review to ensure continued alignment with evolving best practices and state guidance.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF SELMA DOES HEREBY RESOLVE AS FOLLOWS:

Section 1. The City Council finds that the above recitals are true and correct and are incorporated herein by reference.

Section 2. The City Council hereby approves and adopts the City of Selma Artificial Intelligence (AI) Use Policy, attached hereto as Exhibit A and incorporated herein by reference.

Section 3. The City Council authorizes the City Manager, or designee, to implement the AI Use Policy, provide staff training as needed, issue administrative guidance for departmental compliance, and make non-substantive updates to maintain alignment with state and federal standards.

Section 4. Severability. The provisions of this Resolution are severable and if any provision, clause, sentence, word or part thereof is held illegal, invalid, unconstitutional, or inapplicable to any person or circumstances, such illegality, invalidity, unconstitutionality, or inapplicability shall not affect or impair any of the remaining provisions, clauses, sentences, 795
2 sections, words or parts thereof of the Resolution or their applicability to other persons or circumstances.

Section 5. Effective Date. That the City Clerk shall certify the adoption of this Resolution and that the same shall be in full force and effect.

PASSED, APPROVED, AND ADOPTED at a Regular Meeting of the City Council of the City of Selma held on the 16th day of December 2025 by the following vote:

AYES:

NOES:

ABSTAIN:

ABSENT:
____________________________
Scott Robertson
Mayor
ATTEST:
_______________________________
Sara M. Carlson
City Clerk
796

ARTIFICIAL INTELLIGENCE (AI) USE POLICY
TO: All City Employees and Volunteers
FROM: Jason Rogers, City Manager
DATE: December 16, 2025
SUBJECT: Artificial Intelligence (AI) Use Policy
PURPOSE:

The purpose of this policy is to establish standards and procedures for the responsible, ethical, secure, and transparent use of Artificial Intelligence (AI) tools by City of Selma employees, contractors, volunteers, and interns. This policy ensures that AI is used to support City operations while protecting confidential information, complying with legal requirements, maintaining public trust, and ensuring human oversight in decision-making.

SCOPE:

This policy applies to all departments, employees, volunteers, interns, consultants, and contractors using AI tools in the performance of City duties, whether on City-issued or personal devices used for City business.

This policy covers Generative AI (e.g., ChatGPT, Gemini, Copilot, Claude, Madison), vendor AI features within City software, and predictive or automated decision systems.

This policy does not authorize the use of high-risk AI, purchase or deployment of AI systems that impact legal rights, public safety, or personnel actions without explicit approval.

DEFINITIONS:

Artificial Intelligence (AI): Software or systems that perform tasks normally requiring human intelligence, including analysis, classification, pattern recognition, language processing, decision assistance, or content generation.

Generative AI (GenAI): AI that creates new content—text, images, audio, code, or video— based on user inputs.

AI System (High-Risk): Any AI tool that could significantly impact public rights, health, safety, employment decisions, financial obligations, service eligibility, or enforcement actions.

AI-Assisted Content: Draft materials created using AI that are then reviewed, edited, and approved by staff.

Sensitive or Confidential Data: Personnel records, privileged materials, medical data, financial data, police/fire data, and infrastructure security details. 797
AI System (Low/Moderate Risk): Tools used for drafting, summarizing, brainstorming, improving efficiency, internal workflow support, or other non-actionable internal tasks.

POLICY:

A. Permitted Uses of AI
Employees may use AI tools for low-risk internal tasks: drafting internal documents, summarizing public information, brainstorming ideas, improving clarity, coding/data assistance (IT-approved), and drafting outreach materials. All AI-assisted content must be reviewed and edited.

B. Prohibited Uses of AI
AI shall not be used to enter confidential data; make or influence personnel, enforcement, permitting, zoning, legal, emergency-response, or eligibility decisions; generate legal opinions; replace staff judgment; or use unapproved tools.

C. Human Oversight Requirement
All AI-generated content must be reviewed, corrected, evaluated, and approved by staff. AI cannot replace human discretion.

D. Data Privacy & Security
Employees must use City-approved accounts, avoid entering PRA-exempt information, comply with cybersecurity rules, and report misuse to IT.

E. Public Records & Retention
AI-assisted materials used for City business are public records and must follow retention rules. Drafts not used may be discarded.

F. Procurement & System Approval
New AI tools require review by IT and City Attorney and approval by the City Manager.

G. Training

1. Users must complete City-approved training covering responsible AI use and privacy/security considerations.

RESPONSIBILITIES:

Employees: Use AI responsibly, verify accuracy, protect confidential information.

Department Directors: Oversee compliance within departments.

IT Director: Maintain approved tools list, review new tools, provide guidance. 798
Human Resources: Maintain training, ensure personnel processes remain human-driven.

City Attorney: Advise on legal, privacy, PRA issues.

City Manager: Oversee Citywide implementation and high-risk approvals.

REVIEW CYCLE:

Reviewed annually by the City Manager and IT Director and updated as needed to reflect changes in law, technology, and best practices.
799
800
5-2
Discussion and Direction
Regarding Elected Official
Attendance at the 2026
ICSC "Innovating
Commerce Serving
Communities" Conference
801
802
ITEM NO: 5-2

CITY COUNCIL STAFF REPORT
Meeting Date: December 16, 2025
SUBJECT: Discussion and Direction Regarding Elected Official Attendance at the 2026 ICSC “Innovating Commerce Serving Communities” Conference SUBMITTED: Jason Rogers, City Manager
APPROVED: Jason Rogers, City Manager
RECOMMENDATION:

A discussion item to receive City Council direction on attendance at the Innovating Commerce Serving Communities (ICSC) Conference held annually in May in Las Vegas, Nevada. The next conference will be May 18-20, 2026.

DISCUSSION:

Each year, a team of City staff and assigned City Council members attend the ICSC Conference to network with retailers, developers, and brokers, and promote economic development opportunities within the City. The event has proven valuable for fostering relationships that support commercial growth, retail attraction, and overall economic vitality.

Various City Council members have expressed interest in allowing more than two members of the City Council to attend future ICSC conferences. The reason for that request is that expanding attendance may increase the City’s visibility, create more connection opportunities, and further economic development objectives. Typically, similar agencies limit participation to less than a quorum of members to prevent a potential Brown Act violation.

However, in consultation with the City Attorney there is an exclusion within the Brown Act for members to attend these types of functions, if council members avoid even the appearance of conducting a meeting or discussion of city business among themselves while at the conference. The exception is provided by Government Code Section 54952.2 subdivision c, at subparagraphs (2) and (3). Members need only refrain from discussing among themselves other than as part of the scheduled program, business of a specific nature within the subject matter jurisdiction of the City Council of the City of Selma.

Additionally, the conference is scheduled for May 18-20, 2026. The City has a regularly scheduled City Council meeting on May 19, 2026. If a majority of Council attend the conference, staff will need directions regarding the May 19th meeting. As a result, it was determined that an item be brought back before the City Council for further discussion and direction to staff.

FISCAL IMPACT:

Expanded participation would result in increased travel, registration, lodging, and per diem costs. Costs for each attendee are estimated at approximately $3,000 depending on location and registration timelines. The funds are currently budgeted in the approved operating budget, and no additional appropriation is requested.
803
Attachments:
☐ Resolution
☐ Ordinance
☐ Map
☐ Agreement
☐ Other
List:
804

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