Cities Index.
Attachment D - Appendix K - Local Transportation Analysis

San Marcos City Council
July 23, 2024

Document
Attachment D - Appendix K - Local Transportation Analysis
Meeting
July 23, 2024
Body
San Marcos City Council
Pages
2
Original file
45.3 MB
Text extracted from the city's file for reading and search. Open the original on legistar2.granicus.com. That file is the official record.

Intersection: 11: Proj Drwy (W) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 3 39
Average Queue (ft) 1 23
95th Queue (ft) 7 49
Link Distance (ft) 203
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 12: Proj Drwy (M) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 6 41
Average Queue (ft) 2 27
95th Queue (ft) 13 50
Link Distance (ft) 209
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 13: Proj Drwy (E) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 6 35
Average Queue (ft) 1 27
95th Queue (ft) 11 46
Link Distance (ft) 185
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report
Near-Term + Project AM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 2 ends

Intersection: 14: Linda Vista Dr & Proj Drwy (W)
Movement EB EB SB
Directions Served L T LR
Maximum Queue (ft) 3 22 37
Average Queue (ft) 1 4 18
95th Queue (ft) 8 55 44
Link Distance (ft) 688 132
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Intersection: 15: Linda Vista Dr & Proj Drwy (E)
Movement EB SB
Directions Served T R
Maximum Queue (ft) 19 12
Average Queue (ft) 6 3
95th Queue (ft) 54 18
Link Distance (ft) 190 143
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 4
Queuing and Blocking Report
Near-Term + Project PM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 1 ends

Intersection: 11: Proj Drwy (W) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 24 27
Average Queue (ft) 8 15
95th Queue (ft) 29 40
Link Distance (ft) 170
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
Intersection: 12: Proj Drwy (M) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 18 30
Average Queue (ft) 8 15
95th Queue (ft) 31 39
Link Distance (ft) 164
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 1
Queuing Penalty (veh) 1
Intersection: 13: Proj Drwy (E) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 28 34
Average Queue (ft) 10 18
95th Queue (ft) 33 46
Link Distance (ft) 152
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 1
Queuing Penalty (veh) 3
Queuing and Blocking Report
Near-Term + Project PM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 2 ends

Intersection: 14: Linda Vista Dr & Proj Drwy (W)
Movement EB EB SB
Directions Served L T LR
Maximum Queue (ft) 3 220 26
Average Queue (ft) 1 106 9
95th Queue (ft) 8 467 32
Link Distance (ft) 691 147
Upstream Blk Time (%) 3
Queuing Penalty (veh) 19
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0 15
Queuing Penalty (veh) 1 0
Intersection: 15: Linda Vista Dr & Proj Drwy (E)
Movement EB SB
Directions Served T R
Maximum Queue (ft) 119 6
Average Queue (ft) 65 1
95th Queue (ft) 204 11
Link Distance (ft) 189 177
Upstream Blk Time (%) 15
Queuing Penalty (veh) 118
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 144

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX K

LONG-TERM ANALYSIS WORKSHEETS

Year 2050 AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/12/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 600 5 180 180 1080 0 0 1380 360 Future Volume (veh/h) 0 0 0 600 5 180 180 1080 0 0 1380 360 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 405 305 186 186 1113 0 0 1423 371
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 410 250 153 213 3324 0 0 1944 504
Arrive On Green 0.23 0.23 0.23 0.24 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1781 1088 663 1781 5274 0 0 4181 1041
Grp Volume(v), veh/h 405 0 491 186 1113 0 0 1206 588
Grp Sat Flow(s),veh/h/ln 1781 0 1751 1781 1702 0 0 1702 1650 Q Serve(g_s), s 22.7 0.0 23.0 10.0 0.0 0.0 0.0 28.3 28.6 Cycle Q Clear(g_c), s 22.7 0.0 23.0 10.0 0.0 0.0 0.0 28.3 28.6 Prop In Lane 1.00 0.38 1.00 0.00 0.00 0.63
Lane Grp Cap(c), veh/h 410 0 403 213 3324 0 0 1649 799
V/C Ratio(X) 0.99 0.00 1.22 0.87 0.33 0.00 0.00 0.73 0.74 Avail Cap(c_a), veh/h 410 0 403 214 3324 0 0 1649 799
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.79 0.79 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 0.0 38.5 37.3 0.0 0.0 0.0 20.6 20.7 Incr Delay (d2), s/veh 41.2 0.0 119.2 25.2 0.2 0.0 0.0 2.9 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 0.0 23.0 5.2 0.1 0.0 0.0 10.7 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.6 0.0 157.7 62.5 0.2 0.0 0.0 23.5 26.6 L n G r p L O S EAFEAAACC
Approach Vol, veh/h 896 1299 1794
Approach Delay, s/veh 122.4 9.1 24.5
Approach LOS F A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 16.7 55.2 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 12.0 30.6 25.0
Green Ext Time (p_c), s 5.5 0.0 8.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 AM Pacific Project
2: Las Posas Rd & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 220 20 120 200 720 30 380 100 440 780 720 Future Volume (veh/h) 170 220 20 120 200 720 30 380 100 440 780 720 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 237 22 129 215 774 32 409 108 473 839 774 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 309 538 49 159 307 992 73 1196 305 662 1583 829 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.06 0.15 0.15 Sat Flow, veh/h 3456 3281 302 1781 1870 2790 1781 4054 1033 3456 3554 1544 Grp Volume(v), veh/h 183 127 132 129 215 774 32 341 176 473 839 774 Grp Sat Flow(s),veh/h/ln1728 1777 1806 1781 1870 1395 1781 1702 1683 1728 1777 1544 Q Serve(g_s), s 5.1 6.4 6.6 7.2 11.3 5.3 1.8 7.8 8.2 13.4 21.8 43.0 Cycle Q Clear(g_c), s 5.1 6.4 6.6 7.2 11.3 5.3 1.8 7.8 8.2 13.4 21.8 43.0 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h 309 291 296 159 307 992 73 1004 497 662 1583 829 V/C Ratio(X) 0.59 0.44 0.45 0.81 0.70 0.78 0.44 0.34 0.35 0.71 0.53 0.93 Avail Cap(c_a), veh/h 328 382 388 169 402 1134 169 1004 497 662 1583 829 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 0.94 0.94 0.94 0.49 0.49 0.49 Uniform Delay (d), s/veh 43.8 37.6 37.7 47.7 44.9 12.5 46.8 27.6 27.8 44.2 33.0 32.0 Incr Delay (d2), s/veh 2.6 1.0 1.0 22.6 3.4 3.0 3.8 0.9 1.9 1.8 0.6 10.9 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/ln2.3 2.9 3.0 4.3 6.0 4.9 0.8 3.2 3.4 6.3 10.4 20.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 38.7 38.8 70.2 48.3 15.5 50.6 28.5 29.6 46.0 33.6 42.9 L n G r p L O S DDDEDBDCCDCD
Approach Vol, veh/h 442 1118 549 2086
Approach Delay, s/veh 41.9 28.1 30.1 39.9
A p p r o a c h L O SDCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.7 36.0 15.5 22.9 10.6 51.0 15.4 22.9 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s15.4 10.2 9.2 8.6 3.8 45.0 7.1 13.3 Green Ext Time (p_c), s 0.0 2.9 0.0 1.1 0.0 0.0 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 440 170 170 30 230 0 140 60 20 110 320 680 Future Volume (veh/h) 440 170 170 30 230 0 140 60 20 110 320 680 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 463 179 179 32 242 0 105 122 21 116 337 678 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 541 1099 661 115 1111 0 196 206 174 533 166 333 Arrive On Green 0.16 0.31 0.31 0.06 0.22 0.00 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5274 0 1781 1870 1585 1781 554 1115 Grp Volume(v), veh/h 463 179 179 32 242 0 105 122 21 116 0 1015 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 0 1781 1870 1585 1781 0 1670 Q Serve(g_s), s 13.0 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Cycle Q Clear(g_c), s 13.0 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.67
Lane Grp Cap(c), veh/h 541 1099 661 115 1111 0 196 206 174 533 0 499 V/C Ratio(X) 0.86 0.16 0.27 0.28 0.22 0.00 0.54 0.59 0.12 0.22 0.00 2.03 Avail Cap(c_a), veh/h 636 1099 661 196 1111 0 196 206 174 533 0 499 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) 0.47 0.47 0.47 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.1 25.1 19.0 44.5 32.1 0.0 42.1 42.4 40.1 26.3 0.0 35.1 Incr Delay (d2), s/veh 4.9 0.1 0.5 0.5 0.5 0.0 1.5 3.2 0.1 0.1 0.0 471.9 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/ln5.9 1.6 3.4 0.8 1.6 0.0 2.5 3.0 0.5 2.1 0.0 77.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 25.3 19.5 45.0 32.6 0.0 43.6 45.5 40.3 26.4 0.0 507.0 L n G r p L O S DCBDCADDDCAF
Approach Vol, veh/h 821 274 248 1131
Approach Delay, s/veh 35.7 34.0 44.3 457.7
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 20.4 28.6 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 9.4 31.9 15.0 5.9 8.2
Green Ext Time (p_c), s 0.0 1.0 0.0 0.6 0.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 229.3
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 AM Pacific Project
4: Pacific St & La Mirada Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 04 03 05 05 02 02 08 04 01 0 1 7 02 0 Future Vol, veh/h 10 40 30 50 50 20 20 80 40 10 170 20
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 34 57 57 23 23 92 46 11 195 23
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.8 9.7 8.9 10.2

HCM LOS A A A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 50% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 50% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 40 50 30 100 20 180 20
LT Vol 20 0 10 0 50 0 10 0
Through Vol 80 0 40 0 50 0 170 0
RT Vol 0 40 0 30 0 20 0 20
Lane Flow Rate 115 46 57 34 115 23 207 23
Geometry Grp 77777777
Degree of Util (X) 0.176 0.06 0.093 0.048 0.188 0.031 0.308 0.029 Departure Headway (Hd) 5.499 4.693 5.799 4.991 5.881 4.924 5.351 4.619 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 648 757 614 711 607 721 668 770
Service Time 3.265 2.459 3.575 2.767 3.652 2.694 3.113 2.38 HCM Lane V/C Ratio 0.177 0.061 0.093 0.048 0.189 0.032 0.31 0.03 HCM Control Delay 9.4 7.8 9.2 8 10 7.9 10.5 7.5
HCM Lane LOS AAAAAABA
HCM 95th-tile Q 0.6 0.2 0.3 0.2 0.7 0.1 1.3 0.1
Year 2050 AM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 20 10 40 20 50 20 530 40 110 830 90 Future Volume (veh/h) 40 20 10 40 20 50 20 530 40 110 830 90 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 21 11 42 21 53 21 558 42 116 874 95 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 106 230 194 121 61 155 53 1065 473 156 1155 126 Arrive On Green 0.06 0.12 0.12 0.07 0.13 0.13 0.03 0.30 0.30 0.09 0.36 0.36 Sat Flow, veh/h 1781 1870 1581 1781 468 1181 1781 3554 1577 1781 3232 351 Grp Volume(v), veh/h 42 21 11 42 0 74 21 558 42 116 480 489 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 0 1648 1781 1777 1577 1781 1777 1807 Q Serve(g_s), s 1.3 0.6 0.4 1.3 0.0 2.4 0.7 7.6 1.1 3.7 13.8 13.8 Cycle Q Clear(g_c), s 1.3 0.6 0.4 1.3 0.0 2.4 0.7 7.6 1.1 3.7 13.8 13.8 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 106 230 194 121 0 216 53 1065 473 156 635 646 V/C Ratio(X) 0.40 0.09 0.06 0.35 0.00 0.34 0.40 0.52 0.09 0.74 0.76 0.76 Avail Cap(c_a), veh/h 261 1032 872 261 0 909 184 1501 666 322 888 903 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.3 22.6 22.5 25.8 0.0 22.9 27.6 16.9 14.6 25.8 16.4 16.4 Incr Delay (d2), s/veh 2.4 0.2 0.1 1.7 0.0 0.9 4.8 0.4 0.1 6.9 2.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.2 0.1 0.6 0.0 0.9 0.3 2.6 0.4 1.7 4.9 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 22.7 22.6 27.5 0.0 23.9 32.4 17.3 14.7 32.7 18.8 18.8 LnGrp LOS C C C C A C C B B C B B
Approach Vol, veh/h 74 116 621 1085
Approach Delay, s/veh 26.1 25.2 17.6 20.3
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.6 23.4 9.9 13.1 8.2 26.7 9.4 13.6 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s10.5 24.5 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s5.7 9.6 3.3 2.6 2.7 15.8 3.3 4.4 Green Ext Time (p_c), s 0.1 3.1 0.0 0.1 0.0 4.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Year 2050 AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 100 90 220 230 80 90 750 200 80 1140 280 Future Volume (veh/h) 110 100 90 220 230 80 90 750 200 80 1140 280 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 103 93 227 237 82 93 773 206 82 1175 289 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 132 245 201 239 342 115 104 1888 841 104 1503 366 Arrive On Green 0.07 0.13 0.13 0.07 0.13 0.13 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1848 1511 3456 2610 879 1781 3554 1582 1781 2828 688 Grp Volume(v), veh/h 113 99 97 227 159 160 93 773 206 82 733 731 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1728 1777 1712 1781 1777 1582 1781 1777 1739 Q Serve(g_s), s 7.5 6.1 6.8 7.9 10.3 10.7 6.2 15.6 8.4 5.5 39.5 40.7 Cycle Q Clear(g_c), s 7.5 6.1 6.8 7.9 10.3 10.7 6.2 15.6 8.4 5.5 39.5 40.7 Prop In Lane 1.00 0.96 1.00 0.51 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 236 210 239 233 224 104 1888 841 104 944 924 V/C Ratio(X) 0.86 0.42 0.46 0.95 0.68 0.71 0.90 0.41 0.25 0.79 0.78 0.79 Avail Cap(c_a), veh/h 132 492 438 239 489 471 104 1888 841 163 944 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.8 48.1 55.6 49.8 50.0 56.1 16.8 15.2 55.8 22.4 22.7 Incr Delay (d2), s/veh 39.0 1.2 1.6 44.3 3.5 4.1 56.3 0.7 0.7 12.5 6.2 6.9 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/ln4.8 2.8 2.8 4.9 4.8 4.8 4.4 6.5 3.2 2.8 17.5 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 49.0 49.7 99.9 53.3 54.1 112.4 17.5 15.8 68.2 28.7 29.6 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 309 546 1072 1546
Approach Delay, s/veh 65.6 72.9 25.4 31.2
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.8 14.8 22.4 13.0 69.8 15.0 22.2 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 17.6 9.9 8.8 8.2 42.7 9.5 12.7 Green Ext Time (p_c), s 0.0 6.7 0.0 1.1 0.0 2.9 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 39.0
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.

Year 2050 AM Pacific Project
7: Pacific St & Linda Vista Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Intersection
Intersection Delay, s/veh20.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 90 230 20 30 400 20 30 30 10 10 70 140 Future Vol, veh/h 90 230 20 30 400 20 30 30 10 10 70 140 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 97 247 22 32 430 22 32 32 11 11 75 151
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 15 30.1 12.2 12.3

HCM LOS B D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 50% 0% 100% 0% 0% 100% 0% 0% 12% 0%
Vol Thru, % 50% 0% 0% 100% 0% 0% 100% 0% 88% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 60 10 90 230 20 30 400 20 80 140
LT Vol 30 0 90 0 0 30 0 0 10 0
Through Vol 30 0 0 230 0 0 400 0 70 0
RT Vol 0 10 0 0 20 0 0 20 0 140
Lane Flow Rate 65 11 97 247 22 32 430 22 86 151
Geometry Grp 8888888888
Degree of Util (X) 0.149 0.022 0.204 0.488 0.038 0.065 0.811 0.036 0.182 0.287 Departure Headway (Hd) 8.287 7.327 7.606 7.098 6.385 7.295 6.787 6.077 7.623 6.856 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 488 472 507 560 491 533 589 471 524
Service Time 6.041 5.079 5.35 4.841 4.129 5.035 4.527 3.816 5.367 4.599 HCM Lane V/C Ratio 0.15 0.023 0.206 0.487 0.039 0.065 0.807 0.037 0.183 0.288 HCM Control Delay 12.5 10.2 12.3 16.5 9.4 10.5 32.6 9 12.1 12.4 HCM Lane LOS B B B C A B D A B B
HCM 95th-tile Q 0.5 0.1 0.8 2.6 0.1 0.2 7.9 0.1 0.7 1.2 Year 2050 AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 170 70 30 220 60 90 470 50 70 510 380 Future Volume (veh/h) 130 170 70 30 220 60 90 470 50 70 510 380 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 140 183 75 32 237 65 97 505 54 75 548 409 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 523 233 94 333 89 107 1604 171 96 943 704 Arrive On Green 0.08 0.15 0.15 0.05 0.12 0.12 0.06 0.50 0.50 0.05 0.49 0.49 Sat Flow, veh/h 1781 3554 1582 1781 2770 743 1781 3235 345 1781 1926 1437 Grp Volume(v), veh/h 140 183 75 32 150 152 97 277 282 75 506 451 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1737 1781 1777 1803 1781 1777 1586 Q Serve(g_s), s 7.8 4.6 4.2 1.7 8.1 8.4 5.4 9.3 9.4 4.2 20.3 20.3 Cycle Q Clear(g_c), s 7.8 4.6 4.2 1.7 8.1 8.4 5.4 9.3 9.4 4.2 20.3 20.3 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.19 1.00 0.91
Lane Grp Cap(c), veh/h 143 523 233 94 213 209 107 881 894 96 870 777 V/C Ratio(X) 0.98 0.35 0.32 0.34 0.70 0.73 0.91 0.31 0.32 0.78 0.58 0.58 Avail Cap(c_a), veh/h 143 959 427 160 498 486 107 881 894 107 870 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 45.9 38.3 38.2 45.7 42.3 42.4 46.7 15.0 15.1 46.7 18.2 18.2 Incr Delay (d2), s/veh 69.8 0.4 0.8 2.1 4.2 4.8 58.7 0.9 0.9 25.9 2.6 2.9 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/ln6.2 2.0 1.7 0.8 3.8 3.9 4.1 3.7 3.7 2.5 8.1 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.8 38.7 39.0 47.8 46.5 47.2 105.4 16.0 16.0 72.6 20.8 21.1 L n G r p L O S FDDDDDFBBECC
Approach Vol, veh/h 398 334 656 1032
Approach Delay, s/veh 65.9 46.9 29.2 24.7
Approach LOS E D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.9 56.1 11.3 20.7 12.5 55.5 14.0 18.0 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s6.2 11.4 3.7 6.6 7.4 22.3 9.8 10.4 Green Ext Time (p_c), s 0.0 3.0 0.0 1.3 0.0 4.3 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 AM Pacific Project
9: Pacific St & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1460 30 40 2170 70 10 10 30 60 5 20 Future Volume (veh/h) 40 1460 30 40 2170 70 10 10 30 60 5 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1521 31 42 2260 73 10 10 31 62 5 21 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 75 2231 45 54 2159 69 42 29 306 53 2 305
Arrive On Green 0.04 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3560 72 1781 3511 113 0 149 1585 0 12 1580 Grp Volume(v), veh/h 42 758 794 42 1137 1196 20 0 31 67 0 21 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1847 149 0 1585 12 0 1580 Q Serve(g_s), s 3.0 36.1 36.3 3.0 79.9 79.9 0.0 0.0 2.1 0.0 0.0 1.4 Cycle Q Clear(g_c), s 3.0 36.1 36.3 3.0 79.9 79.9 25.1 0.0 2.1 25.1 0.0 1.4 Prop In Lane 1.00 0.04 1.00 0.06 0.50 1.00 0.93 1.00
Lane Grp Cap(c), veh/h 75 1113 1163 54 1093 1135 70 0 306 56 0 305 V/C Ratio(X) 0.56 0.68 0.68 0.78 1.04 1.05 0.28 0.00 0.10 1.20 0.00 0.07 Avail Cap(c_a), veh/h 100 1113 1163 69 1093 1135 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.1 15.8 15.8 62.6 25.0 25.0 44.8 0.0 43.2 64.0 0.0 42.9 Incr Delay (d2), s/veh 6.4 3.4 3.3 4.0 21.4 26.7 2.2 0.0 0.1 186.1 0.0 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/ln1.5 14.2 14.8 1.4 35.9 38.9 0.6 0.0 0.8 4.7 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.5 19.2 19.1 66.6 46.4 51.7 47.0 0.0 43.3 250.0 0.0 43.0 LnGrp LOS E B B E F F D A D F A D
Approach Vol, veh/h 1594 2375 51 88
Approach Delay, s/veh 20.4 49.4 44.8 200.6
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.4 88.0 31.6 12.0 86.4 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s5.0 38.3 27.1 5.0 81.9 27.1 Green Ext Time (p_c), s 0.0 14.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\7 2050 AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 390 1220 150 180 1700 210 100 100 80 110 170 510 Future Volume (veh/h) 390 1220 150 180 1700 210 100 100 80 110 170 510 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 398 1245 153 184 1735 214 102 102 82 112 173 520 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 327 2163 265 121 2002 891 167 443 370 279 443 665 Arrive On Green 0.18 0.68 0.68 0.07 0.56 0.56 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3187 390 1781 3554 1582 750 1870 1563 1200 1870 1581 Grp Volume(v), veh/h 398 692 706 184 1735 214 102 102 82 112 173 520 Grp Sat Flow(s),veh/h/ln1781 1777 1800 1781 1777 1582 750 1870 1563 1200 1870 1581 Q Serve(g_s), s 27.5 30.7 31.1 10.2 62.5 10.2 19.8 6.6 6.3 12.5 11.7 35.5 Cycle Q Clear(g_c), s 27.5 30.7 31.1 10.2 62.5 10.2 31.5 6.6 6.3 19.1 11.7 35.5 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1206 1221 121 2002 891 167 443 370 279 443 665 V/C Ratio(X) 1.22 0.57 0.58 1.52 0.87 0.24 0.61 0.23 0.22 0.40 0.39 0.78 Avail Cap(c_a), veh/h 327 1206 1221 121 2002 891 167 443 370 279 443 665 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) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 12.7 12.7 69.9 27.9 16.5 61.4 46.2 46.1 53.9 48.2 37.6 Incr Delay (d2), s/veh 118.3 1.6 1.6 271.1 5.4 0.6 6.3 0.3 0.3 0.9 0.6 6.0 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/ln22.9 11.6 11.9 13.7 26.3 3.8 4.0 3.1 2.5 3.8 5.5 17.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 179.6 14.2 14.3 341.0 33.3 17.2 67.7 46.5 46.4 54.9 48.7 43.6 L n G r p L O S FBBFCBEDDDDD
Approach Vol, veh/h 1796 2133 286 805
Approach Delay, s/veh 50.9 58.2 54.0 46.3
Approach LOS D E D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.7 108.8 42.0 34.0 91.5 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s12.2 33.1 37.5 29.5 64.5 33.5 Green Ext Time (p_c), s 0.0 12.5 0.0 0.0 3.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 53.5
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.

Year 2050 PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/12/2022 HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 190 5 180 450 2230 0 0 1120 420 Future Volume (veh/h) 0 0 0 190 5 180 450 2230 0 0 1120 420 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 190 14 179 464 2299 0 0 1155 386
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 251 16 210 494 3833 0 0 1618 540
Arrive On Green 0.14 0.14 0.14 0.37 1.00 0.00 0.00 0.43 0.43 Sat Flow, veh/h 1781 116 1487 1781 5274 0 0 3926 1255
Grp Volume(v), veh/h 190 0 193 464 2299 0 0 1046 495
Grp Sat Flow(s),veh/h/ln 1781 0 1603 1781 1702 0 0 1702 1609 Q Serve(g_s), s 11.3 0.0 12.9 27.7 0.2 0.0 0.0 27.8 27.8 Cycle Q Clear(g_c), s 11.3 0.0 12.9 27.7 0.2 0.0 0.0 27.8 27.8 Prop In Lane 1.00 0.93 1.00 0.00 0.00 0.78
Lane Grp Cap(c), veh/h 251 0 226 494 3833 0 0 1465 693
V/C Ratio(X) 0.76 0.00 0.85 0.94 0.60 0.00 0.00 0.71 0.71 Avail Cap(c_a), veh/h 338 0 305 588 3833 0 0 1465 693
HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 0.0 46.1 33.8 0.0 0.0 0.0 25.8 25.8 Incr Delay (d2), s/veh 4.1 0.0 12.7 3.0 0.1 0.0 0.0 3.0 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 5.9 10.7 0.0 0.0 0.0 11.1 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.5 0.0 58.8 36.8 0.1 0.0 0.0 28.8 32.0 LnGrp LOS D A E D A A A C C
Approach Vol, veh/h 383 2763 1541
Approach Delay, s/veh 54.2 6.3 29.8
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 89.4 35.2 54.2 20.6
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 2.2 29.7 29.8 14.9
Green Ext Time (p_c), s 20.1 0.9 3.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 PM Pacific Project
2: Las Posas Rd & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 560 30 80 280 1120 30 1180 200 400 640 270 Future Volume (veh/h) 380 560 30 80 280 1120 30 1180 200 400 640 270 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 404 596 32 85 298 1085 32 1255 213 426 681 287 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 361 706 38 135 331 959 71 1378 234 576 1572 867 Arrive On Green 0.10 0.21 0.21 0.02 0.06 0.06 0.04 0.32 0.32 0.06 0.15 0.15 Sat Flow, veh/h 3456 3428 184 1781 1870 2790 1781 4371 742 3456 3554 1585 Grp Volume(v), veh/h 404 309 319 85 298 1085 32 977 491 426 681 287 Grp Sat Flow(s),veh/h/ln 1728 1777 1835 1781 1870 1395 1781 1702 1709 1728 1777 1585 Q Serve(g_s), s 11.5 18.4 18.4 5.2 17.4 13.7 1.9 30.3 30.3 13.4 19.2 14.7 Cycle Q Clear(g_c), s 11.5 18.4 18.4 5.2 17.4 13.7 1.9 30.3 30.3 13.4 19.2 14.7 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 361 366 378 135 331 959 71 1073 539 576 1572 867 V/C Ratio(X) 1.12 0.84 0.85 0.63 0.90 1.13 0.45 0.91 0.91 0.74 0.43 0.33 Avail Cap(c_a), veh/h 361 366 378 186 332 960 219 1099 551 576 1572 867 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.36 0.36 0.36 0.36 0.36 0.36 0.51 0.51 0.51 Uniform Delay (d), s/veh 49.3 42.0 42.0 52.1 50.8 20.3 51.6 36.2 36.2 49.6 34.4 22.4 Incr Delay (d2), s/veh 83.3 16.2 16.0 1.8 11.7 64.3 1.6 5.4 9.9 2.6 0.4 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 9.1 9.6 10.0 2.5 9.8 13.4 0.9 12.7 13.4 6.4 9.2 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.6 58.2 58.0 53.8 62.5 84.6 53.3 41.6 46.0 52.2 34.8 22.9 L n G r p L O S FEEDEFDDDDCC
Approach Vol, veh/h 1032 1468 1500 1394
Approach Delay, s/veh 87.3 78.3 43.3 37.7
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.8 41.2 14.8 29.1 10.9 55.2 18.0 26.0 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s 15.4 32.3 7.2 20.4 3.9 21.2 13.5 19.4 Green Ext Time (p_c), s 0.4 2.3 0.1 0.0 0.0 5.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 59.8
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 540 460 210 110 580 10 300 170 70 350 320 530 Future Volume (veh/h) 540 460 210 110 580 10 300 170 70 350 320 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 545 465 212 111 586 10 238 264 71 354 323 502 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 556 852 562 172 907 15 209 219 186 622 230 358 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5170 88 1781 1870 1585 1781 660 1026 Grp Volume(v), veh/h 545 465 212 111 385 211 238 264 71 354 0 825 Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 0 1686 Q Serve(g_s), s 17.3 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Cycle Q Clear(g_c), s 17.3 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 556 852 562 172 597 325 209 219 186 622 0 588 V/C Ratio(X) 0.98 0.55 0.38 0.64 0.65 0.65 1.14 1.20 0.38 0.57 0.00 1.40 Avail Cap(c_a), veh/h 556 852 562 180 597 325 209 219 186 622 0 588 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) 0.49 0.49 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.0 36.6 26.3 47.9 42.2 42.2 48.5 48.5 44.9 29.1 0.0 35.8 Incr Delay (d2), s/veh 21.9 1.2 0.9 5.4 5.3 9.6 104.8 126.7 0.5 0.8 0.0 191.0 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 9.1 5.6 5.1 3.2 5.3 6.2 11.8 13.7 1.8 7.6 0.0 46.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.9 37.8 27.2 53.3 47.5 51.8 153.4 175.2 45.3 29.9 0.0 226.8 L n G r p L O S EDCDDDFFDCAF
Approach Vol, veh/h 1222 707 573 1179
Approach Delay, s/veh 49.4 49.7 150.1 167.7
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 33.2 43.5 22.4 26.1 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.6 14.6 40.4 19.3 13.6 14.9 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 103.0
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 PM Pacific Project
4: Pacific St & La Mirada Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Intersection
Intersection Delay, s/veh 11.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 140 30 60 100 20 20 220 90 20 80 20 Future Vol, veh/h 30 140 30 60 100 20 20 220 90 20 80 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 33 152 33 65 109 22 22 239 98 22 87 22
Number of Lanes 011011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2222
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2222
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2222
HCM Control Delay 11.7 11.8 12.2 10.4

H C M L O S BBBB

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 8% 0% 18% 0% 38% 0% 20% 0%
Vol Thru, % 92% 0% 82% 0% 62% 0% 80% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 240 90 170 30 160 20 100 20
LT Vol 20 0 30 0 60 0 20 0
Through Vol 220 0 140 0 100 0 80 0
RT Vol 0 90 0 30 0 20 0 20
Lane Flow Rate 261 98 185 33 174 22 109 22
Geometry Grp 77777777
Degree of Util (X) 0.439 0.144 0.326 0.05 0.313 0.034 0.195 0.034 Departure Headway (Hd) 6.056 5.306 6.348 5.549 6.477 5.577 6.457 5.644 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 595 675 565 644 555 640 554 632
Service Time 3.799 3.048 4.097 3.297 4.226 3.325 4.211 3.398 HCM Lane V/C Ratio 0.439 0.145 0.327 0.051 0.314 0.034 0.197 0.035 HCM Control Delay 13.5 8.9 12.2 8.6 12.2 8.5 10.8 8.6
HCM Lane LOS BABABABA
HCM 95th-tile Q 2.2 0.5 1.4 0.2 1.3 0.1 0.7 0.1
Year 2050 PM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 50 50 160 60 240 40 1090 100 220 560 100 Future Volume (veh/h) 140 50 50 160 60 240 40 1090 100 220 560 100 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 53 53 170 64 229 43 1160 106 234 596 106 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 175 359 303 195 72 259 68 1239 550 260 1377 244 Arrive On Green 0.10 0.19 0.19 0.11 0.20 0.20 0.04 0.35 0.35 0.15 0.46 0.46 Sat Flow, veh/h 1781 1870 1583 1781 358 1280 1781 3554 1578 1781 3016 535 Grp Volume(v), veh/h 149 53 53 170 0 293 43 1160 106 234 351 351 Grp Sat Flow(s),veh/h/ln 1781 1870 1583 1781 0 1638 1781 1777 1578 1781 1777 1774 Q Serve(g_s), s 9.9 2.8 3.4 11.3 0.0 20.8 2.9 37.8 5.6 15.5 16.0 16.1 Cycle Q Clear(g_c), s 9.9 2.8 3.4 11.3 0.0 20.8 2.9 37.8 5.6 15.5 16.0 16.1 Prop In Lane 1.00 1.00 1.00 0.78 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 175 359 303 195 0 332 68 1239 550 260 811 810 V/C Ratio(X) 0.85 0.15 0.17 0.87 0.00 0.88 0.63 0.94 0.19 0.90 0.43 0.43 Avail Cap(c_a), veh/h 181 499 423 195 0 450 129 1266 562 263 811 810 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 40.3 40.5 52.6 0.0 46.4 56.8 37.7 27.3 50.3 22.1 22.1 Incr Delay (d2), s/veh 29.3 0.2 0.3 32.5 0.0 14.6 9.4 12.8 0.2 30.7 0.4 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 5.8 1.3 1.3 6.7 0.0 9.7 1.4 17.8 2.1 8.9 6.4 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.4 40.5 40.8 85.0 0.0 61.0 66.2 50.6 27.4 81.0 22.4 22.4 LnGrp LOS F D D F A E E D C F C C
Approach Vol, veh/h 255 463 1309 936
Approach Delay, s/veh 65.0 69.8 49.2 37.1
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.0 47.8 19.1 29.0 11.1 60.7 17.8 30.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 17.7 42.7 13.1 32.0 8.7 51.7 12.2 32.9 Max Q Clear Time (g_c+I1), s 17.5 39.8 13.3 5.4 4.9 18.1 11.9 22.8 Green Ext Time (p_c), s 0.0 2.0 0.0 0.4 0.0 4.3 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D
Year 2050 PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 520 70 240 150 80 110 1270 380 90 910 150 Future Volume (veh/h) 370 520 70 240 150 80 110 1270 380 90 910 150 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 542 73 250 156 83 115 1323 396 94 948 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 407 869 117 309 318 159 127 1355 595 99 1114 183 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.37 0.37 Sat Flow, veh/h 1781 3144 422 3456 2265 1134 1781 3554 1560 1781 3048 501 Grp Volume(v), veh/h 385 306 309 250 120 119 115 1323 396 94 552 552 Grp Sat Flow(s),veh/h/ln 1781 1777 1789 1728 1777 1622 1781 1777 1560 1781 1777 1773 Q Serve(g_s), s 26.9 19.0 19.1 9.0 7.9 8.6 8.1 46.4 26.6 6.7 36.2 36.2 Cycle Q Clear(g_c), s 26.9 19.0 19.1 9.0 7.9 8.6 8.1 46.4 26.6 6.7 36.2 36.2 Prop In Lane 1.00 0.24 1.00 0.70 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 407 491 494 309 249 228 127 1355 595 99 649 648 V/C Ratio(X) 0.95 0.62 0.63 0.81 0.48 0.52 0.91 0.98 0.67 0.95 0.85 0.85 Avail Cap(c_a), veh/h 407 652 656 413 464 423 127 1355 595 99 649 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 40.0 40.0 56.5 50.1 50.4 58.3 38.6 32.4 59.6 36.9 37.0 Incr Delay (d2), s/veh 31.0 1.3 1.3 8.6 1.4 1.8 52.5 19.0 2.8 75.3 10.5 10.6 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 15.4 8.5 8.6 4.3 3.6 3.6 5.5 23.4 10.5 5.1 17.4 17.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.0 41.3 41.3 65.1 51.6 52.3 110.8 57.6 35.3 134.8 47.4 47.5 LnGrp LOS E D D E D D F E D F D D
Approach Vol, veh/h 1000 489 1834 1198
Approach Delay, s/veh 55.8 58.7 56.1 54.3
Approach LOS E E E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 54.2 17.8 41.4 15.0 52.2 35.0 24.2 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s 7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s 8.7 48.4 11.0 21.1 10.1 38.2 28.9 10.6 Green Ext Time (p_c), s 0.0 0.0 0.3 4.0 0.0 3.6 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 55.9
HCM 6th LOS E
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.

Year 2050 PM Pacific Project
7: Pacific St & Linda Vista Dr 10/12/2022
HCM 6th AWSC Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Intersection
Intersection Delay, s/veh 125.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 240 710 50 30 320 20 40 70 40 20 50 100 Future Vol, veh/h 240 710 50 30 320 20 40 70 40 20 50 100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 222222222222
Mvmt Flow 253 747 53 32 337 21 42 74 42 21 53 105
Number of Lanes 111111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2233
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2233
HCM Control Delay 196.4 31 15.5 14.4

HCM LOS F D C B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 36% 0% 100% 0% 0% 100% 0% 0% 29% 0%
Vol Thru, % 64% 0% 0% 100% 0% 0% 100% 0% 71% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 110 40 240 710 50 30 320 20 70 100
LT Vol 40 0 240 0 0 30 0 0 20 0
Through Vol 70 0 0 710 0 0 320 0 50 0
RT Vol 0 40 0 0 50 0 0 20 0 100
Lane Flow Rate 116 42 253 747 53 32 337 21 74 105
Geometry Grp 8888888888
Degree of Util (X) 0.292 0.096 0.554 1.532 0.097 0.075 0.756 0.043 0.184 0.239 Departure Headway (Hd) 9.832 8.932 7.892 7.381 6.666 9.275 8.762 8.043 9.738 8.879 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 368 404 457 493 538 389 414 448 371 407
Service Time 7.532 6.632 5.627 5.116 4.401 6.975 6.462 5.743 7.438 6.579 HCM Lane V/C Ratio 0.315 0.104 0.554 1.515 0.099 0.082 0.814 0.047 0.199 0.258 HCM Control Delay 16.5 12.6 20 269.2 10.1 12.7 34 11.1 14.6 14.3 HCM Lane LOS C B C F B B D B B B
HCM 95th-tile Q 1.2 0.3 3.3 39.4 0.3 0.2 6.2 0.1 0.7 0.9 Year 2050 PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 300 460 140 40 170 110 100 840 50 70 650 190 Future Volume (veh/h) 300 460 140 40 170 110 100 840 50 70 650 190 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 323 495 151 43 183 105 108 903 54 75 699 204 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 285 799 355 99 267 146 113 1596 95 90 1233 360 Arrive On Green 0.16 0.22 0.22 0.06 0.12 0.12 0.06 0.47 0.47 0.05 0.46 0.46 Sat Flow, veh/h 1781 3554 1581 1781 2212 1207 1781 3404 204 1781 2704 789 Grp Volume(v), veh/h 323 495 151 43 145 143 108 471 486 75 459 444 Grp Sat Flow(s),veh/h/ln 1781 1777 1581 1781 1777 1642 1781 1777 1830 1781 1777 1716 Q Serve(g_s), s 20.0 15.7 10.2 2.9 9.8 10.5 7.6 24.0 24.0 5.2 23.7 23.7 Cycle Q Clear(g_c), s 20.0 15.7 10.2 2.9 9.8 10.5 7.6 24.0 24.0 5.2 23.7 23.7 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.11 1.00 0.46
Lane Grp Cap(c), veh/h 285 799 355 99 214 198 113 833 858 90 811 783 V/C Ratio(X) 1.13 0.62 0.43 0.43 0.68 0.72 0.96 0.57 0.57 0.84 0.57 0.57 Avail Cap(c_a), veh/h 285 1251 556 128 469 434 113 833 858 90 811 783 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 Uniform Delay (d), s/veh 52.5 43.6 41.5 57.1 52.6 52.9 58.4 24.0 24.0 58.8 24.9 24.9 Incr Delay (d2), s/veh 94.2 0.8 0.8 2.9 3.7 4.9 71.8 2.8 2.7 42.6 2.6 2.6 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 16.4 7.0 4.1 1.4 4.6 4.6 5.6 10.2 10.5 3.4 10.1 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 146.7 44.4 42.3 60.0 56.4 57.8 130.1 26.8 26.7 101.5 27.5 27.6 LnGrp LOS F D D E E E F C C F C C
Approach Vol, veh/h 969 331 1065 978
Approach Delay, s/veh 78.2 57.5 37.2 33.2
Approach LOS E E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 65.1 13.0 34.1 14.4 63.5 26.0 21.1 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.3 40.7 9.0 44.0 7.9 39.1 20.0 33.0 Max Q Clear Time (g_c+I1), s 7.2 26.0 4.9 17.7 9.6 25.7 22.0 12.5 Green Ext Time (p_c), s 0.0 4.9 0.0 4.0 0.0 4.5 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 49.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 PM Pacific Project
9: Pacific St & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 2010 60 60 2050 80 20 10 40 90 10 40 Future Volume (veh/h) 90 2010 60 60 2050 80 20 10 40 90 10 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 2030 61 61 2071 81 20 10 40 91 10 40 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 113 2180 65 69 2070 80 46 14 305 53 3 304
Arrive On Green 0.06 0.62 0.62 0.04 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3520 105 1781 3484 135 0 75 1585 0 16 1580 Grp Volume(v), veh/h 91 1019 1072 61 1048 1104 30 0 40 101 0 40 Grp Sat Flow(s),veh/h/ln 1781 1777 1849 1781 1777 1842 75 0 1585 16 0 1580 Q Serve(g_s), s 6.6 66.5 68.4 4.4 75.9 77.3 0.0 0.0 2.7 0.0 0.0 2.7 Cycle Q Clear(g_c), s 6.6 66.5 68.4 4.4 75.9 77.3 25.0 0.0 2.7 25.0 0.0 2.7 Prop In Lane 1.00 0.06 1.00 0.07 0.67 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 113 1100 1145 69 1056 1095 61 0 305 56 0 304 V/C Ratio(X) 0.81 0.93 0.94 0.89 0.99 1.01 0.50 0.00 0.13 1.81 0.00 0.13 Avail Cap(c_a), veh/h 116 1100 1145 69 1056 1095 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 60.1 22.1 22.4 62.2 26.1 26.4 53.3 0.0 43.5 63.6 0.0 43.5 Incr Delay (d2), s/veh 31.9 14.3 15.2 12.7 6.8 10.2 6.1 0.0 0.2 426.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 28.7 30.8 2.2 30.4 33.1 1.1 0.0 1.1 8.5 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.0 36.4 37.6 74.9 32.9 36.6 59.4 0.0 43.7 489.7 0.0 43.7 LnGrp LOS F D D E C F E A D F A D
Approach Vol, veh/h 2182 2213 70 141
Approach Delay, s/veh 39.3 35.9 50.4 363.2
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.5 87.0 31.5 14.7 83.8 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 5.0 80.5 25.0 8.5 77.0 25.0 Max Q Clear Time (g_c+I1), s 6.4 70.4 27.0 8.6 79.3 27.0 Green Ext Time (p_c), s 0.0 8.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/12/2022
HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3279\Analysis\Synchro\8 2050 PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 480 1650 150 320 1450 300 130 130 80 200 180 640 Future Volume (veh/h) 480 1650 150 320 1450 300 130 130 80 200 180 640 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 500 1719 156 333 1510 312 135 135 83 208 188 667 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 477 2118 189 184 1701 755 146 443 375 254 443 794 Arrive On Green 0.27 0.64 0.64 0.10 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3292 294 1781 3554 1578 645 1870 1585 1163 1870 1561 Grp Volume(v), veh/h 500 916 959 333 1510 312 135 135 83 208 188 667 Grp Sat Flow(s),veh/h/ln 1781 1777 1810 1781 1777 1578 645 1870 1585 1163 1870 1561 Q Serve(g_s), s 40.2 56.9 60.4 15.5 57.8 19.3 22.7 8.9 6.3 26.6 12.8 35.5 Cycle Q Clear(g_c), s 40.2 56.9 60.4 15.5 57.8 19.3 35.5 8.9 6.3 35.5 12.8 35.5 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1143 1164 184 1701 755 146 443 375 254 443 794 V/C Ratio(X) 1.05 0.80 0.82 1.81 0.89 0.41 0.93 0.30 0.22 0.82 0.42 0.84 Avail Cap(c_a), veh/h 477 1143 1164 184 1701 755 146 443 375 254 443 794 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) 0.34 0.34 0.34 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 19.7 20.3 67.3 35.4 25.4 66.8 47.1 46.1 61.8 48.6 32.1 Incr Delay (d2), s/veh 37.4 2.1 2.4 384.8 7.3 1.7 53.1 0.4 0.3 18.6 0.6 8.0 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 22.5 22.0 23.8 26.6 25.6 7.4 7.3 4.2 2.5 9.1 6.0 21.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 92.3 21.8 22.7 452.0 42.8 27.1 119.8 47.5 46.4 80.4 49.2 40.1 LnGrp LOS F C C F D C F D D F D D
Approach Vol, veh/h 2375 2155 353 1063
Approach Delay, s/veh 37.0 103.7 74.9 49.6
Approach LOS D F E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.0 103.5 42.0 46.7 78.8 42.0 Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s 17.5 62.4 37.5 42.2 59.8 37.5 Green Ext Time (p_c), s 0.0 12.2 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 65.7
HCM 6th LOS E
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.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX L

LONG-TERM QUEUEING ANALYSIS WORKSHEETS

Year 2050 AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 415 395 186 1113 1794
v/c Ratio 1.08 0.99 0.88 0.34 0.74
Control Delay 105.5 77.2 77.8 8.4 22.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 105.5 77.2 77.8 8.4 22.0
Queue Length 50th (ft) ~311 241 123 106 309
Queue Length 95th (ft) #506 #445 m#213 131 369
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 401 212 3310 2416
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.08 0.99 0.88 0.34 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 AM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 183 259 129 215 774 32 517 473 839 774 v/c Ratio 0.57 0.45 0.78 0.70 0.76 0.23 0.30 1.02 0.52 0.74 Control Delay 50.7 38.0 48.7 49.8 21.7 47.1 21.8 73.6 17.5 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.1
Total Delay 50.7 38.0 48.7 49.8 21.9 47.1 21.8 73.6 17.5 8.9 Queue Length 50th (ft) 58 76 72 138 136 20 75 ~157 135 96 Queue Length 95th (ft) 93 108 m70 m110 m97 49 112 m#229 m224 m119 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 756 168 400 1018 168 1745 463 1618 1043 Starvation Cap Reductn 0000 1 90000 1 0
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.56 0.34 0.77 0.54 0.77 0.19 0.30 1.02 0.52 0.75 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 463 179 179 32 242 103 107 21 116 1053 v/c Ratio 0.79 0.15 0.22 0.16 0.23 0.56 0.56 0.06 0.22 1.83 Control Delay 66.0 20.4 3.9 42.7 34.6 54.7 54.5 0.3 27.7 402.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.0 20.4 3.9 42.7 34.6 54.7 54.5 0.3 27.7 402.8 Queue Length 50th (ft) 146 27 2 19 48 66 69 0 55 ~980
Queue Length 95th (ft) m164 m33 m13 48 72 124 128 0 100 #1229 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 801 194 1030 184 190 352 529 576 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.73 0.15 0.22 0.16 0.23 0.56 0.56 0.06 0.22 1.83 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 AM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 42 21 11 42 74 21 558 42 116 969
v/c Ratio 0.16 0.06 0.03 0.15 0.20 0.10 0.37 0.06 0.38 0.42 Control Delay 35.0 26.1 0.1 34.5 13.3 37.5 22.0 0.1 35.0 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.0 26.1 0.1 34.5 13.3 37.5 22.0 0.1 35.0 15.6 Queue Length 50th (ft) 16 8 0 16 8 8 105 0 43 130
Queue Length 95th (ft) 59 26 0 59 41 37 223 0 #141 #440 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 304 1204 1070 304 1083 214 1942 922 375 2147 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.14 0.02 0.01 0.14 0.07 0.10 0.29 0.05 0.31 0.45 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 196 227 319 93 773 206 82 1464 v/c Ratio 0.86 0.34 0.96 0.59 0.56 0.43 0.23 0.55 0.89
Control Delay 103.9 23.5 104.4 44.9 66.0 22.1 4.0 66.5 37.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 23.5 104.4 44.9 66.0 22.1 4.0 66.5 37.1 Queue Length 50th (ft) 88 38 92 110 69 194 0 62 514
Queue Length 95th (ft) #197 62 #173 132 #178 325 51 116 #809 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 970 237 963 165 1798 885 167 1644 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.20 0.96 0.33 0.56 0.43 0.23 0.49 0.89 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 140 183 75 32 302 97 559 75 957
v/c Ratio 0.99 0.25 0.16 0.20 0.54 0.53 0.35 0.50 0.65
Control Delay 122.1 34.9 0.8 45.5 37.0 55.1 20.2 56.3 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 122.1 34.9 0.8 45.5 37.0 55.1 20.2 56.3 21.7 Queue Length 50th (ft) 91 57 0 19 85 58 120 46 198
Queue Length 95th (ft) #214 75 0 49 107 #163 196 #121 311 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 955 549 159 984 184 1597 151 1475 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.99 0.19 0.14 0.20 0.31 0.53 0.35 0.50 0.65 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 AM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 42 1552 42 2333 20 31 68 21
v/c Ratio 0.39 0.60 0.42 0.90 0.12 0.13 0.48 0.09
Control Delay 69.3 12.4 71.5 24.2 50.8 1.1 63.8 0.7
Queue Delay 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0
Total Delay 69.3 12.4 71.5 26.2 50.8 1.1 63.8 0.7
Queue Length 50th (ft) 35 346 34 857 16 0 56 0
Queue Length 95th (ft) 75 524 #93 #1311 38 0 95 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 109 2605 101 2591 297 373 261 368
Starvation Cap Reductn 0 0 0 142 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.39 0.60 0.42 0.95 0.07 0.08 0.26 0.06 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\7 2050 AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 398 1398 184 1735 214 102 102 82 112 173 520 v/c Ratio 0.87 0.71 0.73 1.08 0.26 0.77 0.34 0.23 0.56 0.57 0.78 Control Delay 73.3 25.5 77.3 87.2 3.7 92.0 56.6 3.6 66.4 63.6 42.3 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.3 25.9 77.3 87.2 3.7 92.0 56.6 3.6 66.4 63.6 42.3 Queue Length 50th (ft) 364 496 170 ~995 0 100 92 0 105 163 383 Queue Length 95th (ft) #691 579 #413 #1133 48 156 137 15 156 219 528 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 455 1982 251 1604 821 195 434 456 291 440 670 Starvation Cap Reductn 0 197 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.87 0.78 0.73 1.08 0.26 0.52 0.24 0.18 0.38 0.39 0.78 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 10/25/2022 Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 176 211 464 2299 1588
v/c Ratio 0.65 0.83 0.89 0.62 0.81
Control Delay 54.5 67.9 42.3 4.9 33.7
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 54.5 67.9 42.3 5.0 33.7
Queue Length 50th (ft) 122 143 295 212 361
Queue Length 95th (ft) 196 #246 m283 m210 #491
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 299 584 3717 1954
Starvation Cap Reductn 0 0 0 424 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.55 0.71 0.79 0.70 0.81
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 PM Pacific Project
2: Las Posas Rd & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 404 628 85 298 1191 32 1468 426 681 287 v/c Ratio 1.13 0.84 0.51 0.92 1.14 0.25 0.91 0.77 0.42 0.26 Control Delay 132.2 53.9 43.1 60.8 93.3 52.7 44.1 36.0 9.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 132.2 53.9 43.1 60.8 93.3 52.7 44.1 36.0 9.5 0.4 Queue Length 50th (ft) ~170 232 43 209 ~466 22 355 158 50 0 Queue Length 95th (ft) #269 #361 m51 m228 m#290 53 #431 m187 62 m1 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 750 185 330 1045 217 1621 556 1635 1097 Starvation Cap Reductn 0000100000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.13 0.84 0.46 0.90 1.14 0.15 0.91 0.77 0.42 0.26 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 545 465 212 111 596 233 242 71 354 858 v/c Ratio 0.99 0.61 0.31 0.62 0.76 1.18 1.19 0.21 0.54 1.27 Control Delay 84.6 38.7 7.6 63.8 50.7 165.1 165.2 1.3 31.8 162.4 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.2
Total Delay 84.6 38.7 7.6 63.8 50.9 165.1 165.2 1.3 31.8 162.7 Queue Length 50th (ft) 214 129 44 76 147 ~208 ~216 0 198 ~741 Queue Length 95th (ft) m#299 m167 m66 #147 187 #372 #382 0 298 #999 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 678 178 891 197 204 345 653 675 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 3 30000 2 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.99 0.56 0.31 0.62 0.69 1.18 1.19 0.21 0.54 1.31 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 PM Pacific Project
5: Las Posas Rd & La Mirada Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 149 53 53 170 319 43 1160 106 234 702 v/c Ratio 0.81 0.19 0.13 0.69 0.83 0.37 0.89 0.15 0.87 0.42 Control Delay 83.2 42.8 0.7 66.3 42.6 63.4 44.9 0.5 78.7 22.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.2 42.8 0.7 66.3 42.6 63.4 44.9 0.5 78.7 22.3 Queue Length 50th (ft) 110 35 0 126 127 31 422 0 172 179 Queue Length 95th (ft) #251 70 0 #285 232 75 #654 0 #358 278 Internal Link Dist (ft) 1369 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 186 515 566 246 567 133 1306 684 270 1668 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.80 0.10 0.09 0.69 0.56 0.32 0.89 0.15 0.87 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 615 250 239 115 1323 396 94 1104 v/c Ratio 0.92 0.70 0.68 0.50 0.88 0.95 0.52 0.94 0.88
Control Delay 75.5 45.6 63.5 38.9 110.9 51.8 13.9 132.4 45.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.5 45.6 63.5 38.9 110.9 51.8 13.9 132.4 45.9 Queue Length 50th (ft) 288 231 95 67 89 501 78 73 402
Queue Length 95th (ft) #588 296 162 107 #240 #848 215 #215 #683 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 417 1319 423 943 130 1392 759 100 1261 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.92 0.47 0.59 0.25 0.88 0.95 0.52 0.94 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 323 495 151 43 301 108 957 75 903 v/c Ratio 0.90 0.45 0.26 0.34 0.49 0.67 0.73 0.62 0.75
Control Delay 77.4 36.2 6.8 62.9 30.2 75.8 38.5 78.8 39.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.4 36.2 6.8 62.9 30.2 75.8 38.5 78.8 39.6 Queue Length 50th (ft) 257 189 7 34 76 83 329 58 311
Queue Length 95th (ft) #492 206 52 73 102 #209 460 #154 429 Internal Link Dist (ft) 1365 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 359 1264 647 127 958 161 1309 121 1212 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.90 0.39 0.23 0.34 0.31 0.67 0.73 0.62 0.75 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 PM Pacific Project
9: Pacific St & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 91 2091 61 2152 30 40 101 40
v/c Ratio 0.60 0.90 0.48 0.95 0.18 0.15 0.62 0.15
Control Delay 73.8 26.6 70.7 33.2 50.6 1.2 69.3 1.2
Queue Delay 0.0 0.0 0.0 6.6 0.0 0.0 0.0 0.0
Total Delay 73.8 26.6 70.7 39.8 50.6 1.2 69.3 1.2
Queue Length 50th (ft) 74 747 49 841 23 0 83 0
Queue Length 95th (ft) #174 #1056 #144 #1161 50 1 133 1 Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 151 2316 127 2262 272 372 259 367
Starvation Cap Reductn 0 0 0 109 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.60 0.90 0.48 1.00 0.11 0.11 0.39 0.11 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 10/25/2022
Queues Synchro 10 Report
N:\3279\Analysis\Synchro\8 2050 PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 500 1875 333 1510 313 135 135 83 208 188 667 v/c Ratio 0.95 1.00 1.40 1.16 0.41 0.76 0.36 0.20 0.90 0.49 0.83 Control Delay 79.0 56.5 248.5 122.4 5.1 82.0 53.1 3.2 96.4 56.3 38.7 Queue Delay 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.0 76.5 248.5 122.4 5.1 82.0 53.1 3.2 96.4 56.3 38.7 Queue Length 50th (ft) 491 ~953 ~461 ~915 3 123 113 0 197 161 478 Queue Length 95th (ft) #760 #1140 #691 #1055 67 #205 175 15 #324 236 656 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 529 1866 238 1304 765 205 434 461 265 440 801 Starvation Cap Reductn 0 101 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.95 1.06 1.40 1.16 0.41 0.66 0.31 0.18 0.78 0.43 0.83 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX M
LONG-TERM + PROJECT ANALYSIS WORKSHEETS

Year 2050 + Proj AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/30/2023 HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 606 5 180 215 1097 0 0 1384 360 Future Volume (veh/h) 0 0 0 606 5 180 215 1097 0 0 1384 360 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 408 309 186 222 1131 0 0 1427 371
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 410 252 151 214 3324 0 0 1944 503
Arrive On Green 0.23 0.23 0.23 0.24 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1781 1094 658 1781 5274 0 0 4184 1038
Grp Volume(v), veh/h 408 0 495 222 1131 0 0 1208 590
Grp Sat Flow(s),veh/h/ln 1781 0 1752 1781 1702 0 0 1702 1650 Q Serve(g_s), s 22.9 0.0 23.0 12.0 0.0 0.0 0.0 28.4 28.7 Cycle Q Clear(g_c), s 22.9 0.0 23.0 12.0 0.0 0.0 0.0 28.4 28.7 Prop In Lane 1.00 0.38 1.00 0.00 0.00 0.63
Lane Grp Cap(c), veh/h 410 0 403 214 3324 0 0 1648 799
V/C Ratio(X) 1.00 0.00 1.23 1.04 0.34 0.00 0.00 0.73 0.74 Avail Cap(c_a), veh/h 410 0 403 214 3324 0 0 1648 799
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.80 0.80 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 0.0 38.5 38.0 0.0 0.0 0.0 20.6 20.7 Incr Delay (d2), s/veh 43.3 0.0 122.9 65.5 0.2 0.0 0.0 2.9 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.7 0.0 23.4 8.2 0.1 0.0 0.0 10.8 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.7 0.0 161.4 103.5 0.2 0.0 0.0 23.6 26.8 LnGrp LOS F A F F A A A C C
Approach Vol, veh/h 903 1353 1798
Approach Delay, s/veh 125.4 17.2 24.6
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.9 16.7 55.2 28.1
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 65.1 * 12 48.4 23.0
Max Q Clear Time (g_c+I1), s 2.0 14.0 30.7 25.0
Green Ext Time (p_c), s 5.6 0.0 7.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 44.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj AM Pacific Project
2: Las Posas Rd & Grand Ave 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 220 20 129 200 720 30 432 126 440 790 720 Future Volume (veh/h) 170 220 20 129 200 720 30 432 126 440 790 720 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 229 21 134 208 750 31 450 131 458 823 750 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 309 516 47 165 299 992 72 1168 329 676 1600 837 Arrive On Green 0.09 0.16 0.16 0.03 0.05 0.05 0.04 0.29 0.29 0.06 0.15 0.15 Sat Flow, veh/h 3456 3285 298 1781 1870 2790 1781 3959 1114 3456 3554 1544 Grp Volume(v), veh/h 177 123 127 134 208 750 31 385 196 458 823 750 Grp Sat Flow(s),veh/h/ln1728 1777 1806 1781 1870 1395 1781 1702 1669 1728 1777 1544 Q Serve(g_s), s 4.9 6.3 6.4 7.5 10.9 5.1 1.7 9.0 9.4 13.0 21.4 41.2 Cycle Q Clear(g_c), s 4.9 6.3 6.4 7.5 10.9 5.1 1.7 9.0 9.4 13.0 21.4 41.2 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.67 1.00 1.00
Lane Grp Cap(c), veh/h 309 279 284 165 299 992 72 1004 492 676 1600 837 V/C Ratio(X) 0.57 0.44 0.45 0.81 0.69 0.76 0.43 0.38 0.40 0.68 0.51 0.90 Avail Cap(c_a), veh/h 328 382 388 169 402 1145 169 1004 492 676 1600 837 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 0.87 0.87 0.87 0.48 0.48 0.48 Uniform Delay (d), s/veh 43.7 38.2 38.2 47.6 45.0 12.3 46.9 28.0 28.2 43.7 32.5 31.1 Incr Delay (d2), s/veh 2.1 1.1 1.1 23.7 3.1 2.4 3.5 1.0 2.1 1.3 0.6 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 2.8 2.9 4.6 5.7 4.6 0.8 3.6 3.8 6.0 10.1 18.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 39.3 39.3 71.4 48.0 14.7 50.4 29.0 30.3 45.0 33.1 38.8 L n G r p L O S DDDEDBDCCDCD
Approach Vol, veh/h 427 1092 612 2031
Approach Delay, s/veh 42.0 28.0 30.5 37.9
A p p r o a c h L O SDCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.1 36.0 15.8 22.2 10.5 51.5 15.4 22.5 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s13.5 29.5 9.5 21.5 9.5 33.5 9.5 21.5 Max Q Clear Time (g_c+I1), s15.0 11.4 9.5 8.4 3.7 43.2 6.9 12.9 Green Ext Time (p_c), s 0.0 3.2 0.0 1.1 0.0 0.0 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 466 170 170 30 230 0 140 60 20 110 320 689 Future Volume (veh/h) 466 170 170 30 230 0 140 60 20 110 320 689 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 491 179 179 32 242 0 105 122 21 116 337 687 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 566 1099 661 115 1074 0 196 206 174 533 164 335 Arrive On Green 0.16 0.31 0.31 0.06 0.21 0.00 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5274 0 1781 1870 1585 1781 549 1120 Grp Volume(v), veh/h 491 179 179 32 242 0 105 122 21 116 0 1024 Grp Sat Flow(s),veh/h/ln1728 1777 1575 1781 1702 0 1781 1870 1585 1781 0 1669 Q Serve(g_s), s 13.9 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Cycle Q Clear(g_c), s 13.9 3.7 7.4 1.7 3.9 0.0 5.6 6.2 1.2 4.9 0.0 29.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.67
Lane Grp Cap(c), veh/h 566 1099 661 115 1074 0 196 206 174 533 0 499 V/C Ratio(X) 0.87 0.16 0.27 0.28 0.23 0.00 0.54 0.59 0.12 0.22 0.00 2.05 Avail Cap(c_a), veh/h 636 1099 661 196 1074 0 196 206 174 533 0 499 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) 0.51 0.51 0.51 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.8 25.1 19.0 44.5 32.7 0.0 42.1 42.4 40.1 26.3 0.0 35.1 Incr Delay (d2), s/veh 6.2 0.2 0.5 0.5 0.5 0.0 1.5 3.2 0.1 0.1 0.0 480.4 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/ln6.3 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.1 0.0 78.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.0 25.3 19.5 45.0 33.2 0.0 43.6 45.5 40.3 26.4 0.0 515.5 L n G r p L O S DCBDCADDDCAF
Approach Vol, veh/h 849 274 248 1140
Approach Delay, s/veh 36.6 34.6 44.3 465.7
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.2 37.7 35.0 21.1 27.8 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 26.4 29.9 * 18 19.0 11.0 Max Q Clear Time (g_c+I1), s3.7 9.4 31.9 15.9 5.9 8.2
Green Ext Time (p_c), s 0.0 1.0 0.0 0.5 0.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 232.0
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj AM Pacific Project
4: Pacific St & La Mirada Dr 01/30/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 04 03 08 05 02 02 08 04 71 0 1 7 02 0 Future Vol, veh/h 10 40 30 80 50 20 20 80 47 10 170 20
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 46 34 92 57 23 23 92 54 11 195 23
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 8.8 10.3 9.1 10.5

HCM LOS A B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 20% 0% 20% 0% 62% 0% 6% 0%
Vol Thru, % 80% 0% 80% 0% 38% 0% 94% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 47 50 30 130 20 180 20
LT Vol 20 0 10 0 80 0 10 0
Through Vol 80 0 40 0 50 0 170 0
RT Vol 0 47 0 30 0 20 0 20
Lane Flow Rate 115 54 57 34 149 23 207 23
Geometry Grp 77777777
Degree of Util (X) 0.179 0.072 0.094 0.049 0.248 0.032 0.314 0.03 Departure Headway (Hd) 5.616 4.81 5.879 5.071 5.967 4.951 5.471 4.738 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 633 736 603 698 598 716 652 748
Service Time 3.4 2.593 3.672 2.863 3.749 2.732 3.249 2.515 HCM Lane V/C Ratio 0.182 0.073 0.095 0.049 0.249 0.032 0.317 0.031 HCM Control Delay 9.6 8 9.3 8.1 10.7 7.9 10.8 7.7
HCM Lane LOS AAAABABA
HCM 95th-tile Q 0.6 0.2 0.3 0.2 1 0.1 1.3 0.1
Year 2050 + Proj AM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 20 62 40 20 50 33 542 40 110 833 106 Future Volume (veh/h) 106 20 62 40 20 50 33 542 40 110 833 106 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 21 65 42 21 53 35 571 42 116 877 112 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 170 281 238 118 57 143 78 1108 492 150 1117 143 Arrive On Green 0.10 0.15 0.15 0.07 0.12 0.12 0.04 0.31 0.31 0.08 0.35 0.35 Sat Flow, veh/h 1781 1870 1582 1781 468 1180 1781 3554 1577 1781 3169 405 Grp Volume(v), veh/h 112 21 65 42 0 74 35 571 42 116 492 497 Grp Sat Flow(s),veh/h/ln1781 1870 1582 1781 0 1648 1781 1777 1577 1781 1777 1797 Q Serve(g_s), s 3.8 0.6 2.3 1.4 0.0 2.6 1.2 8.3 1.2 4.0 15.7 15.7 Cycle Q Clear(g_c), s 3.8 0.6 2.3 1.4 0.0 2.6 1.2 8.3 1.2 4.0 15.7 15.7 Prop In Lane 1.00 1.00 1.00 0.72 1.00 1.00 1.00 0.23
Lane Grp Cap(c), veh/h 170 281 238 118 0 199 78 1108 492 150 626 633 V/C Ratio(X) 0.66 0.07 0.27 0.36 0.00 0.37 0.45 0.52 0.09 0.77 0.79 0.79 Avail Cap(c_a), veh/h 240 947 801 240 0 834 169 1378 612 296 815 825 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 23.1 23.8 28.2 0.0 25.6 29.5 17.8 15.4 28.3 18.3 18.3 Incr Delay (d2), s/veh 4.3 0.1 0.6 1.8 0.0 1.1 4.0 0.4 0.1 8.2 3.8 3.8 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/ln1.7 0.3 0.8 0.6 0.0 1.0 0.6 3.0 0.4 1.9 6.0 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.9 23.2 24.4 30.1 0.0 26.7 33.5 18.2 15.4 36.5 22.1 22.1 LnGrp LOS C C C C A C C B B D C C
Approach Vol, veh/h 198 116 648 1105
Approach Delay, s/veh 28.5 27.9 18.9 23.6
Approach LOS C C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.8 25.7 10.2 15.5 9.3 28.3 12.0 13.6 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s10.5 24.5 8.5 32.0 6.0 29.0 8.5 32.0 Max Q Clear Time (g_c+I1), s6.0 10.3 3.4 4.3 3.2 17.7 5.8 4.6 Green Ext Time (p_c), s 0.1 3.1 0.0 0.3 0.0 4.4 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C
Year 2050 + Proj AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 104 90 220 247 80 90 750 200 80 1140 280 Future Volume (veh/h) 110 104 90 220 247 80 90 750 200 80 1140 280 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 107 93 227 255 82 93 773 206 82 1175 289 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 132 259 205 239 362 114 104 1870 833 104 1489 362 Arrive On Green 0.07 0.14 0.14 0.07 0.14 0.14 0.06 0.53 0.53 0.06 0.53 0.53 Sat Flow, veh/h 1781 1879 1486 3456 2661 836 1781 3554 1582 1781 2828 688 Grp Volume(v), veh/h 113 101 99 227 168 169 93 773 206 82 733 731 Grp Sat Flow(s),veh/h/ln1781 1777 1588 1728 1777 1720 1781 1777 1582 1781 1777 1739 Q Serve(g_s), s 7.5 6.2 6.9 7.9 10.8 11.3 6.2 15.8 8.5 5.5 39.9 41.2 Cycle Q Clear(g_c), s 7.5 6.2 6.9 7.9 10.8 11.3 6.2 15.8 8.5 5.5 39.9 41.2 Prop In Lane 1.00 0.94 1.00 0.49 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 132 245 219 239 242 234 104 1870 833 104 935 915 V/C Ratio(X) 0.86 0.41 0.45 0.95 0.70 0.72 0.90 0.41 0.25 0.79 0.78 0.80 Avail Cap(c_a), veh/h 132 492 439 239 489 473 104 1870 833 163 935 915 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 47.3 47.6 55.6 49.5 49.6 56.1 17.2 15.5 55.8 22.9 23.2 Incr Delay (d2), s/veh 39.0 1.1 1.5 44.3 3.6 4.1 56.3 0.7 0.7 12.5 6.5 7.2 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/ln4.8 2.8 2.8 4.9 5.1 5.1 4.4 6.6 3.2 2.8 17.8 18.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 48.4 49.1 99.9 53.0 53.8 112.4 17.9 16.2 68.2 29.5 30.4 LnGrp LOS F D D F D D F B B E C C
Approach Vol, veh/h 313 564 1072 1546
Approach Delay, s/veh 65.0 72.1 25.8 32.0
Approach LOS E E C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 69.2 14.8 23.0 13.0 69.2 15.0 22.8 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s11.0 * 43 8.3 33.2 7.0 * 47 8.9 33.0 Max Q Clear Time (g_c+I1), s7.5 17.8 9.9 8.9 8.2 43.2 9.5 13.3 Green Ext Time (p_c), s 0.0 6.6 0.0 1.1 0.0 2.6 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 39.5
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.

Year 2050 + Proj AM Pacific Project
7: Pacific St & Linda Vista Dr 01/30/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Intersection Delay, s/veh21.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 94 230 20 32 402 21 30 32 10 18 77 155 Future Vol, veh/h 94 230 20 32 402 21 30 32 10 18 77 155 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 22222222222
Mvmt Flow 101 247 22 34 432 23 32 34 11 19 83 167
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 15.5 33 12.5 12.9

HCM LOS C D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 48% 0% 100% 0% 0% 100% 0% 0% 19% 0%
Vol Thru, % 52% 0% 0% 100% 0% 0% 100% 0% 81% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 10 94 230 20 32 402 21 95 155
LT Vol 30 0 94 0 0 32 0 0 18 0
Through Vol 32 0 0 230 0 0 402 0 77 0
RT Vol 0 10 0 0 20 0 0 21 0 155
Lane Flow Rate 67 11 101 247 22 34 432 23 102 167
Geometry Grp 8888888888
Degree of Util (X) 0.157 0.022 0.219 0.5 0.039 0.071 0.836 0.039 0.22 0.322 Departure Headway (Hd) 8.472 7.518 7.795 7.285 6.572 7.472 6.964 6.252 7.75 6.949 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 423 475 461 495 544 480 519 572 463 517
Service Time 6.236 5.281 5.544 5.034 4.32 5.216 4.707 3.995 5.498 4.698 HCM Lane V/C Ratio 0.158 0.023 0.219 0.499 0.04 0.071 0.832 0.04 0.22 0.323 HCM Control Delay 12.8 10.5 12.7 17.1 9.6 10.8 36 9.3 12.7 13 HCM Lane LOS B B B C ABEABB
HCM 95th-tile Q 0.6 0.1 0.8 2.8 0.1 0.2 8.5 0.1 0.8 1.4 Year 2050 + Proj AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 175 82 30 222 63 93 480 50 82 550 383 Future Volume (veh/h) 142 175 82 30 222 63 93 480 50 82 550 383 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 153 188 88 32 239 68 100 516 54 88 591 412 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 529 236 94 335 93 107 1583 165 107 966 673 Arrive On Green 0.08 0.15 0.15 0.05 0.12 0.12 0.06 0.49 0.49 0.06 0.49 0.49 Sat Flow, veh/h 1781 3554 1582 1781 2746 764 1781 3242 338 1781 1979 1379 Grp Volume(v), veh/h 153 188 88 32 153 154 100 282 288 88 531 472 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1733 1781 1777 1804 1781 1777 1581 Q Serve(g_s), s 8.0 4.8 5.0 1.7 8.3 8.6 5.6 9.7 9.7 4.9 21.8 21.8 Cycle Q Clear(g_c), s 8.0 4.8 5.0 1.7 8.3 8.6 5.6 9.7 9.7 4.9 21.8 21.8 Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.19 1.00 0.87
Lane Grp Cap(c), veh/h 143 529 236 94 217 211 107 867 880 107 867 772 V/C Ratio(X) 1.07 0.36 0.37 0.34 0.71 0.73 0.94 0.33 0.33 0.82 0.61 0.61 Avail Cap(c_a), veh/h 143 959 427 160 498 485 107 867 880 107 867 772 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 46.0 38.2 38.4 45.7 42.2 42.3 46.8 15.6 15.6 46.5 18.7 18.7 Incr Delay (d2), s/veh 96.4 0.4 1.0 2.1 4.2 4.8 66.7 1.0 1.0 32.0 2.5 2.9 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/ln7.3 2.1 2.0 0.8 3.8 3.9 4.4 3.8 3.9 3.0 8.7 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 142.4 38.6 39.3 47.8 46.3 47.1 113.5 16.6 16.6 78.5 21.2 21.5 L n G r p L O S FDDDDDFBBECC
Approach Vol, veh/h 429 339 670 1091
Approach Delay, s/veh 75.8 46.8 31.0 26.0
Approach LOS E D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s12.5 55.3 11.3 20.9 12.5 55.3 14.0 18.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s6.9 11.7 3.7 7.0 7.6 23.8 10.0 10.6 Green Ext Time (p_c), s 0.0 3.0 0.0 1.4 0.0 4.1 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj AM Pacific Project
9: Pacific St & San Marcos Blvd 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 1464 30 40 2187 70 10 10 30 60 5 29 Future Volume (veh/h) 42 1464 30 40 2187 70 10 10 30 60 5 29 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 1525 31 42 2278 73 10 10 31 62 5 30 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 76 2231 45 54 2157 69 42 29 306 53 2 305
Arrive On Green 0.04 0.63 0.63 0.03 0.61 0.61 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3560 72 1781 3512 112 0 149 1585 0 12 1580 Grp Volume(v), veh/h 44 760 796 42 1145 1206 20 0 31 67 0 30 Grp Sat Flow(s),veh/h/ln1781 1777 1855 1781 1777 1847 149 0 1585 12 0 1580 Q Serve(g_s), s 3.2 36.3 36.5 3.0 79.8 79.8 0.0 0.0 2.1 0.0 0.0 2.0 Cycle Q Clear(g_c), s 3.2 36.3 36.5 3.0 79.8 79.8 25.1 0.0 2.1 25.1 0.0 2.0 Prop In Lane 1.00 0.04 1.00 0.06 0.50 1.00 0.93 1.00
Lane Grp Cap(c), veh/h 76 1113 1163 54 1091 1134 70 0 306 56 0 305 V/C Ratio(X) 0.58 0.68 0.68 0.78 1.05 1.06 0.28 0.00 0.10 1.20 0.00 0.10 Avail Cap(c_a), veh/h 100 1113 1163 69 1091 1134 70 0 306 56 0 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.1 15.8 15.9 62.6 25.1 25.1 44.8 0.0 43.2 64.0 0.0 43.1 Incr Delay (d2), s/veh 6.7 3.4 3.3 4.0 25.2 30.6 2.2 0.0 0.1 186.1 0.0 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/ln1.5 14.2 14.9 1.4 37.0 40.1 0.6 0.0 0.8 4.7 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.8 19.2 19.2 66.6 50.2 55.7 47.0 0.0 43.3 250.0 0.0 43.3 LnGrp LOS E B B E F F D A D F A D
Approach Vol, veh/h 1600 2393 51 97
Approach Delay, s/veh 20.5 53.3 44.8 186.1
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.4 88.0 31.6 12.1 86.3 31.6
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.4 25.1 7.3 78.1 25.1
Max Q Clear Time (g_c+I1), s5.0 38.5 27.1 5.2 81.8 27.1 Green Ext Time (p_c), s 0.0 14.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 394 1220 150 180 1700 219 100 100 80 145 170 527 Future Volume (veh/h) 394 1220 150 180 1700 219 100 100 80 145 170 527 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 402 1245 153 184 1735 223 102 102 82 148 173 538 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 327 2163 265 121 2002 891 165 443 370 279 443 665 Arrive On Green 0.18 0.68 0.68 0.07 0.56 0.56 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3187 390 1781 3554 1582 738 1870 1563 1200 1870 1581 Grp Volume(v), veh/h 402 692 706 184 1735 223 102 102 82 148 173 538 Grp Sat Flow(s),veh/h/ln1781 1777 1800 1781 1777 1582 738 1870 1563 1200 1870 1581 Q Serve(g_s), s 27.5 30.7 31.1 10.2 62.5 10.8 20.2 6.6 6.3 17.0 11.7 35.5 Cycle Q Clear(g_c), s 27.5 30.7 31.1 10.2 62.5 10.8 31.9 6.6 6.3 23.6 11.7 35.5 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 1206 1221 121 2002 891 165 443 370 279 443 665 V/C Ratio(X) 1.23 0.57 0.58 1.52 0.87 0.25 0.62 0.23 0.22 0.53 0.39 0.81 Avail Cap(c_a), veh/h 327 1206 1221 121 2002 891 165 443 370 279 443 665 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) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 12.7 12.7 69.9 27.9 16.6 61.6 46.2 46.1 55.8 48.2 38.2 Incr Delay (d2), s/veh 123.3 1.6 1.6 271.1 5.4 0.7 6.8 0.3 0.3 1.9 0.6 7.4 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/ln23.4 11.6 11.9 13.7 26.3 4.0 4.0 3.1 2.5 5.2 5.5 18.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 184.5 14.2 14.3 341.0 33.3 17.3 68.3 46.5 46.4 57.7 48.7 45.7 LnGrp LOS F B B F C B E D D E D D
Approach Vol, veh/h 1800 2142 286 859
Approach Delay, s/veh 52.3 58.1 54.3 48.3
Approach LOS D E D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.7 108.8 42.0 34.0 91.5 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s10.2 85.3 * 36 27.5 68.0 35.0 Max Q Clear Time (g_c+I1), s12.2 33.1 37.5 29.5 64.5 33.9 Green Ext Time (p_c), s 0.0 12.5 0.0 0.0 3.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 54.2
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.

Year 2050 + Proj AM Pacific Project
11: Proj Drwy (W) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 95 2 8 141 9 31
Future Vol, veh/h 95 2 8 141 9 31
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 345 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 103 2 9 153 10 34

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 105 0 275 104
Stage 1 - - - - 104 -
Stage 2 - - - - 171 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1486 - 715 951
Stage 1 - - - - 920 -
Stage 2 - - - - 859 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1486 - 711 951
Mov Cap-2 Maneuver - - - - 711 -
Stage 1 - - - - 920 -
Stage 2 - - - - 854 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 9.3

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 884 - - 1486 -
HCM Lane V/C Ratio 0.049 - - 0.006 -
HCM Control Delay (s) 9.3 - - 7.4 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Year 2050 + Proj AM Pacific Project
12: Proj Drwy (M) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 104 2 8 150 9 33
Future Vol, veh/h 104 2 8 150 9 33
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 370 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 113 2 9 163 10 36

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 115 0 295 114
Stage 1 - - - - 114 -
Stage 2 - - - - 181 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1474 - 696 939
Stage 1 - - - - 911 -
Stage 2 - - - - 850 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1474 - 692 939
Mov Cap-2 Maneuver - - - - 692 -
Stage 1 - - - - 911 -
Stage 2 - - - - 845 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 9.4

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 872 - - 1474 -
HCM Lane V/C Ratio 0.052 - - 0.006 -
HCM Control Delay (s) 9.4 - - 7.5 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Year 2050 + Proj AM Pacific Project
13: Proj Drwy (E) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 134 3 13 146 12 54
Future Vol, veh/h 134 3 13 146 12 54
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 130 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 146 3 14 159 13 59

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 149 0 335 148
Stage 1 - - - - 148 -
Stage 2 - - - - 187 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1432 - 660 899
Stage 1 - - - - 880 -
Stage 2 - - - - 845 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1432 - 653 899
Mov Cap-2 Maneuver - - - - 653 -
Stage 1 - - - - 880 -
Stage 2 - - - - 837 -

Approach EB WB NB
HCM Control Delay, s 0 0.6 9.7

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 841 - - 1432 -
HCM Lane V/C Ratio 0.085 - - 0.01 -
HCM Control Delay (s) 9.7 - - 7.5 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
Year 2050 + Proj AM Pacific Project
14: Linda Vista Dr & Proj Drwy (W) 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 377 694 3 22 1
Future Vol, veh/h 1 377 694 3 22 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 410 754 3 24 1

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 757 0 - 0 1168 756
Stage 1 - - - - 756 -
Stage 2 - - - - 412 -
C r i t i c a l H d w y 4 . 1 2--- 6 . 4 2 6 . 2 2
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 854 - - - 214 408
Stage 1 - - - - 464 -
Stage 2 - - - - 669 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 854 - - - 214 408
Mov Cap-2 Maneuver - - - - 214 -
Stage 1 - - - - 464 -
Stage 2 - - - - 669 -

Approach EB WB SB
HCM Control Delay, s 0 0 23.5

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 854 - - - 219
HCM Lane V/C Ratio 0.001 - - - 0.114
HCM Control Delay (s) 9.2 - - - 23.5
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.4
Year 2050 + Proj AM Pacific Project
15: Linda Vista Dr & Proj Drwy (E) 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 399 695 3 0 2
Future Vol, veh/h 0 399 695 3 0 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, % 2 22222
Mvmt Flow 0 434 755 3 0 2

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 757
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y ----- 6 . 2 2
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
Follow-up Hdwy - ---- 3 . 3 1 8
Pot Cap-1 Maneuver 0 - - - 0 408
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 4 0 8
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 13.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 408
HCM Lane V/C Ratio - - - 0.005
HCM Control Delay (s) - - - 13.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
Year 2050 + Proj PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/30/2023 HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 215 5 180 465 2237 0 0 1137 420 Future Volume (veh/h) 0 0 0 215 5 180 465 2237 0 0 1137 420 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 203 32 179 479 2306 0 0 1172 386
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 268 37 207 508 3786 0 0 1560 513
Arrive On Green 0.15 0.15 0.15 0.38 0.99 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1781 246 1377 1781 5274 0 0 3942 1242
Grp Volume(v), veh/h 203 0 211 479 2306 0 0 1057 501
Grp Sat Flow(s),veh/h/ln 1781 0 1623 1781 1702 0 0 1702 1612 Q Serve(g_s), s 12.0 0.0 14.0 28.6 1.7 0.0 0.0 29.1 29.1 Cycle Q Clear(g_c), s 12.0 0.0 14.0 28.6 1.7 0.0 0.0 29.1 29.1 Prop In Lane 1.00 0.85 1.00 0.00 0.00 0.77
Lane Grp Cap(c), veh/h 268 0 244 508 3786 0 0 1407 666
V/C Ratio(X) 0.76 0.00 0.86 0.94 0.61 0.00 0.00 0.75 0.75 Avail Cap(c_a), veh/h 338 0 308 588 3786 0 0 1407 666
HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 0.0 45.6 33.3 0.2 0.0 0.0 27.5 27.5 Incr Delay (d2), s/veh 5.3 0.0 15.7 3.3 0.1 0.0 0.0 3.7 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 6.7 11.1 0.2 0.0 0.0 11.8 11.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.1 0.0 61.4 36.5 0.3 0.0 0.0 31.2 35.1 LnGrp LOS D A E D A A A C D
Approach Vol, veh/h 414 2785 1558
Approach Delay, s/veh 55.8 6.5 32.5
Approach LOS E A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.4 36.1 52.3 21.6
Change Period (Y+Rc), s 6.8 * 4.7 6.8 5.1
Max Green Setting (Gmax), s 77.2 * 36 36.2 20.9
Max Q Clear Time (g_c+I1), s 3.7 30.6 31.1 16.0
Green Ext Time (p_c), s 20.2 0.8 3.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj PM Pacific Project
2: Las Posas Rd & Grand Ave 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 560 30 114 280 1120 30 1202 211 400 682 270 Future Volume (veh/h) 380 560 30 114 280 1120 30 1202 211 400 682 270 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 404 596 32 121 298 1085 32 1279 224 426 726 287 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 361 677 36 150 331 951 71 1383 242 567 1572 867 Arrive On Green 0.10 0.20 0.20 0.03 0.06 0.06 0.04 0.32 0.32 0.05 0.15 0.15 Sat Flow, veh/h 3456 3428 184 1781 1870 2790 1781 4347 761 3456 3554 1585 Grp Volume(v), veh/h 404 309 319 121 298 1085 32 1001 502 426 726 287 Grp Sat Flow(s),veh/h/ln1728 1777 1835 1781 1870 1395 1781 1702 1705 1728 1777 1585 Q Serve(g_s), s 11.5 18.5 18.6 7.4 17.4 13.8 1.9 31.3 31.3 13.4 20.6 14.7 Cycle Q Clear(g_c), s 11.5 18.5 18.6 7.4 17.4 13.8 1.9 31.3 31.3 13.4 20.6 14.7 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 361 351 363 150 331 951 71 1083 542 567 1572 867 V/C Ratio(X) 1.12 0.88 0.88 0.81 0.90 1.14 0.45 0.93 0.93 0.75 0.46 0.33 Avail Cap(c_a), veh/h 361 351 363 186 332 952 219 1099 550 567 1572 867 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.36 0.36 0.36 0.31 0.31 0.31 0.46 0.46 0.46 Uniform Delay (d), s/veh 49.3 42.9 42.9 52.6 50.8 20.5 51.6 36.2 36.2 49.8 35.0 22.4 Incr Delay (d2), s/veh 83.3 21.6 21.4 7.5 11.7 68.3 1.4 5.5 9.8 2.6 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/ln9.1 10.2 10.5 3.8 9.8 13.8 0.9 13.1 13.8 6.4 9.8 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.6 64.5 64.3 60.1 62.5 88.8 53.0 41.7 46.1 52.5 35.4 22.9 L n G r p L O S FEEEEF DDDDDC
Approach Vol, veh/h 1032 1504 1535 1439
Approach Delay, s/veh 91.1 81.3 43.4 38.0
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.5 41.5 15.7 28.2 10.9 55.2 18.0 26.0 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s17.5 35.5 11.5 19.5 13.5 39.5 11.5 19.5 Max Q Clear Time (g_c+I1), s15.4 33.3 9.4 20.6 3.9 22.6 13.5 19.4 Green Ext Time (p_c), s 0.4 1.7 0.1 0.0 0.0 5.2 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 61.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 551 460 210 110 580 10 300 170 70 350 320 564 Future Volume (veh/h) 551 460 210 110 580 10 300 170 70 350 320 564 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 557 465 212 111 586 10 238 264 71 354 323 537 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 556 852 562 172 907 15 209 219 186 622 220 367 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5170 88 1781 1870 1585 1781 631 1050 Grp Volume(v), veh/h 557 465 212 111 385 211 238 264 71 354 0 860 Grp Sat Flow(s),veh/h/ln1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 0 1681 Q Serve(g_s), s 17.7 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Cycle Q Clear(g_c), s 17.7 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 0.0 38.4 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.62
Lane Grp Cap(c), veh/h 556 852 562 172 597 325 209 219 186 622 0 587 V/C Ratio(X) 1.00 0.55 0.38 0.64 0.65 0.65 1.14 1.20 0.38 0.57 0.00 1.47 Avail Cap(c_a), veh/h 556 852 562 180 597 325 209 219 186 622 0 587 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) 0.32 0.32 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.2 36.6 26.3 47.9 42.2 42.2 48.5 48.5 44.9 29.1 0.0 35.8 Incr Delay (d2), s/veh 22.0 0.8 0.6 5.4 5.3 9.6 104.8 126.7 0.5 0.8 0.0 218.6 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/ln9.2 5.5 5.1 3.2 5.3 6.2 11.8 13.7 1.8 7.6 0.0 51.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 37.4 26.9 53.3 47.5 51.8 153.4 175.2 45.3 29.9 0.0 254.4 L n G r p L O S FDCDDDFFDCAF
Approach Vol, veh/h 1234 707 573 1214
Approach Delay, s/veh 49.5 49.7 150.1 188.9
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.3 33.2 43.5 22.4 26.1 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s* 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s8.6 14.6 40.4 19.7 13.6 14.9 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 110.4
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj PM Pacific Project
4: Pacific St & La Mirada Dr 01/30/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Intersection Delay, s/veh 12
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 140 30 73 100 20 20 220 119 20 80 20 Future Vol, veh/h 30 140 30 73 100 20 20 220 119 20 80 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 33 152 33 79 109 22 22 239 129 22 87 22
Number of Lanes 0 11011011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 11.8 12.4 12.3 10.6

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 8% 0% 18% 0% 42% 0% 20% 0%
Vol Thru, % 92% 0% 82% 0% 58% 0% 80% 0%
Vol Right, % 0% 100% 0% 100% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 240 119 170 30 173 20 100 20
LT Vol 20 0 30 0 73 0 20 0
Through Vol 220 0 140 0 100 0 80 0
RT Vol 0 119 0 30 0 20 0 20
Lane Flow Rate 261 129 185 33 188 22 109 22
Geometry Grp 77777777
Degree of Util (X) 0.444 0.193 0.332 0.051 0.344 0.034 0.199 0.035 Departure Headway (Hd) 6.126 5.375 6.459 5.659 6.587 5.662 6.575 5.761 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 587 666 556 631 545 630 545 619
Service Time 3.873 3.122 4.215 3.414 4.342 3.417 4.335 3.521 HCM Lane V/C Ratio 0.445 0.194 0.333 0.052 0.345 0.035 0.2 0.036 HCM Control Delay 13.7 9.4 12.4 8.7 12.8 8.6 11 8.7
HCM Lane LOS BABABABA
HCM 95th-tile Q 2.3 0.7 1.4 0.2 1.5 0.1 0.7 0.1
Year 2050 + Proj PM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 50 72 160 60 240 91 1095 100 220 572 164 Future Volume (veh/h) 168 50 72 160 60 240 91 1095 100 220 572 164 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 53 77 170 64 229 97 1165 106 234 609 174 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 180 364 308 193 72 259 120 1236 549 260 1163 332 Arrive On Green 0.10 0.19 0.19 0.11 0.20 0.20 0.07 0.35 0.35 0.15 0.43 0.43 Sat Flow, veh/h 1781 1870 1583 1781 358 1280 1781 3554 1578 1781 2729 778 Grp Volume(v), veh/h 179 53 77 170 0 293 97 1165 106 234 396 387 Grp Sat Flow(s),veh/h/ln1781 1870 1583 1781 0 1638 1781 1777 1578 1781 1777 1730 Q Serve(g_s), s 12.1 2.8 5.0 11.4 0.0 21.0 6.5 38.4 5.7 15.6 19.9 20.0 Cycle Q Clear(g_c), s 12.1 2.8 5.0 11.4 0.0 21.0 6.5 38.4 5.7 15.6 19.9 20.0 Prop In Lane 1.00 1.00 1.00 0.78 1.00 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 180 364 308 193 0 331 120 1236 549 260 757 737 V/C Ratio(X) 0.99 0.15 0.25 0.88 0.00 0.88 0.81 0.94 0.19 0.90 0.52 0.52 Avail Cap(c_a), veh/h 180 496 420 193 0 446 128 1257 558 261 761 741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.2 40.3 41.1 53.0 0.0 46.8 55.5 38.2 27.5 50.7 25.6 25.6 Incr Delay (d2), s/veh 65.3 0.2 0.4 33.9 0.0 14.9 28.8 13.8 0.2 31.1 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.6 1.3 2.0 6.9 0.0 9.8 3.8 18.2 2.2 9.0 8.1 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 119.5 40.4 41.5 86.9 0.0 61.7 84.3 52.0 27.7 81.8 26.2 26.3 LnGrp LOS F D D F A E F D C F C C
Approach Vol, veh/h 309 463 1368 1017
Approach Delay, s/veh 86.5 70.9 52.4 39.0
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.1 48.0 19.1 29.5 14.7 57.4 18.2 30.4 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s17.7 42.7 13.1 32.0 8.7 51.7 12.2 32.9 Max Q Clear Time (g_c+I1), s17.6 40.4 13.4 7.0 8.5 22.0 14.1 23.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.5 0.0 4.9 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 54.1
HCM 6th LOS D
Year 2050 + Proj PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 537 70 240 157 80 110 1270 380 90 910 150 Future Volume (veh/h) 370 537 70 240 157 80 110 1270 380 90 910 150 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 385 559 73 250 164 83 115 1323 396 94 948 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 406 876 114 309 327 156 127 1352 594 98 1112 183 Arrive On Green 0.23 0.28 0.28 0.09 0.14 0.14 0.07 0.38 0.38 0.06 0.36 0.36 Sat Flow, veh/h 1781 3157 411 3456 2305 1102 1781 3554 1560 1781 3048 501 Grp Volume(v), veh/h 385 314 318 250 124 123 115 1323 396 94 552 552 Grp Sat Flow(s),veh/h/ln1781 1777 1791 1728 1777 1630 1781 1777 1560 1781 1777 1773 Q Serve(g_s), s 27.0 19.6 19.8 9.0 8.2 8.9 8.1 46.5 26.7 6.7 36.3 36.4 Cycle Q Clear(g_c), s 27.0 19.6 19.8 9.0 8.2 8.9 8.1 46.5 26.7 6.7 36.3 36.4 Prop In Lane 1.00 0.23 1.00 0.68 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 406 493 497 309 252 231 127 1352 594 98 648 647 V/C Ratio(X) 0.95 0.64 0.64 0.81 0.49 0.53 0.91 0.98 0.67 0.95 0.85 0.85 Avail Cap(c_a), veh/h 406 651 656 412 463 425 127 1352 594 98 648 647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 40.1 40.2 56.6 50.1 50.4 58.4 38.7 32.6 59.7 37.1 37.1 Incr Delay (d2), s/veh 31.4 1.4 1.4 8.7 1.5 1.9 53.0 19.4 2.8 75.9 10.6 10.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.5 8.8 8.9 4.3 3.7 3.7 5.5 23.6 10.5 5.1 17.5 17.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.6 41.5 41.6 65.3 51.6 52.3 111.4 58.2 35.4 135.6 47.7 47.8 LnGrp LOS E D D E D D F E D F D D
Approach Vol, veh/h 1017 497 1834 1198
Approach Delay, s/veh 55.9 58.7 56.6 54.7
Approach LOS E E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 54.2 17.8 41.7 15.0 52.2 35.0 24.5 Change Period (Y+Rc), s 6.0 * 6 6.5 6.5 6.0 * 6 6.1 6.5 Max Green Setting (Gmax), s7.0 * 48 15.1 46.4 9.0 * 45 28.9 33.0 Max Q Clear Time (g_c+I1), s8.7 48.5 11.0 21.8 10.1 38.4 29.0 10.9 Green Ext Time (p_c), s 0.0 0.0 0.3 4.1 0.0 3.5 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 56.2
HCM 6th LOS E
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.

Year 2050 + Proj PM Pacific Project
7: Pacific St & Linda Vista Dr 01/30/2023
HCM 6th AWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Intersection Delay, s/veh131.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 255 712 50 31 320 27 40 77 42 22 54 107 Future Vol, veh/h 255 712 50 31 320 27 40 77 42 22 54 107 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 22222222222
Mvmt Flow 268 749 53 33 337 28 42 81 44 23 57 113
Number of Lanes 1 11111011011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay 206.7 32.3 16.1 15

HCM LOS F D C B

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 34% 0% 100% 0% 0% 100% 0% 0% 29% 0%
Vol Thru, % 66% 0% 0% 100% 0% 0% 100% 0% 71% 0%
Vol Right, % 0% 100% 0% 0% 100% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 117 42 255 712 50 31 320 27 76 107
LT Vol 40 0 255 0 0 31 0 0 22 0
Through Vol 77 0 0 712 0 0 320 0 54 0
RT Vol 0 42 0 0 50 0 0 27 0 107
Lane Flow Rate 123 44 268 749 53 33 337 28 80 113
Geometry Grp 8888888888
Degree of Util (X) 0.315 0.103 0.601 1.571 0.1 0.079 0.769 0.059 0.203 0.26 Departure Headway (Hd) 9.998 9.109 8.056 7.545 6.828 9.475 8.961 8.241 9.902 9.04 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 362 396 448 487 525 380 408 437 365 400
Service Time 7.698 6.809 5.797 5.285 4.569 7.175 6.661 5.941 7.602 6.74 HCM Lane V/C Ratio 0.34 0.111 0.598 1.538 0.101 0.087 0.826 0.064 0.219 0.282 HCM Control Delay 17.2 12.9 22.3 286.6 10.3 13 35.9 11.5 15.1 14.9 HCM Lane LOS C B C F BBEBCB
HCM 95th-tile Q 1.3 0.3 3.9 40.7 0.3 0.3 6.4 0.2 0.7 1
Year 2050 + Proj PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 315 472 145 40 175 122 112 879 50 75 667 202 Future Volume (veh/h) 315 472 145 40 175 122 112 879 50 75 667 202 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 339 508 156 43 188 118 120 945 54 81 717 217 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 285 820 365 99 270 161 113 1581 90 90 1203 364 Arrive On Green 0.16 0.23 0.23 0.06 0.13 0.13 0.06 0.46 0.46 0.05 0.45 0.45 Sat Flow, veh/h 1781 3554 1581 1781 2135 1273 1781 3414 195 1781 2671 808 Grp Volume(v), veh/h 339 508 156 43 155 151 120 492 507 81 477 457 Grp Sat Flow(s),veh/h/ln1781 1777 1581 1781 1777 1631 1781 1777 1832 1781 1777 1703 Q Serve(g_s), s 20.0 16.0 10.5 2.9 10.4 11.2 7.9 25.7 25.7 5.7 25.2 25.2 Cycle Q Clear(g_c), s 20.0 16.0 10.5 2.9 10.4 11.2 7.9 25.7 25.7 5.7 25.2 25.2 Prop In Lane 1.00 1.00 1.00 0.78 1.00 0.11 1.00 0.47
Lane Grp Cap(c), veh/h 285 820 365 99 225 206 113 823 848 90 800 767 V/C Ratio(X) 1.19 0.62 0.43 0.43 0.69 0.73 1.07 0.60 0.60 0.90 0.60 0.60 Avail Cap(c_a), veh/h 285 1251 556 128 469 430 113 823 848 90 800 767 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 Uniform Delay (d), s/veh 52.5 43.2 41.0 57.1 52.2 52.6 58.6 24.9 24.9 59.0 25.8 25.8 Incr Delay (d2), s/veh 114.7 0.8 0.8 2.9 3.7 5.0 103.7 3.2 3.1 57.6 2.8 2.9 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/ln18.0 7.2 4.2 1.4 4.9 4.9 6.7 11.0 11.3 3.9 10.7 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 167.2 43.9 41.8 60.0 56.0 57.5 162.2 28.1 28.0 116.7 28.6 28.7 LnGrp LOS F D D E E E F C C F C C
Approach Vol, veh/h 1003 349 1119 1015
Approach Delay, s/veh 85.3 57.1 42.5 35.7
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s12.8 64.4 13.0 34.8 14.4 62.8 26.0 21.8 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s6.3 40.7 9.0 44.0 7.9 39.1 20.0 33.0 Max Q Clear Time (g_c+I1), s7.7 27.7 4.9 18.0 9.9 27.2 22.0 13.2 Green Ext Time (p_c), s 0.0 4.8 0.0 4.2 0.0 4.4 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj PM Pacific Project
9: Pacific St & San Marcos Blvd 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 2027 60 60 2057 80 20 10 40 90 10 44 Future Volume (veh/h) 98 2027 60 60 2057 80 20 10 40 90 10 44 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 2047 61 61 2078 81 20 10 40 91 10 44 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 116 2181 65 69 2064 80 46 14 305 53 3 304
Arrive On Green 0.07 0.62 0.62 0.04 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 3521 104 1781 3484 135 0 75 1585 0 16 1580 Grp Volume(v), veh/h 99 1027 1081 61 1052 1107 30 0 40 101 0 44 Grp Sat Flow(s),veh/h/ln1781 1777 1849 1781 1777 1842 75 0 1585 16 0 1580 Q Serve(g_s), s 7.2 67.8 69.7 4.4 76.9 77.0 0.0 0.0 2.7 0.0 0.0 3.0 Cycle Q Clear(g_c), s 7.2 67.8 69.7 4.4 76.9 77.0 25.0 0.0 2.7 25.0 0.0 3.0 Prop In Lane 1.00 0.06 1.00 0.07 0.67 1.00 0.90 1.00
Lane Grp Cap(c), veh/h 116 1100 1145 69 1052 1091 61 0 305 56 0 304 V/C Ratio(X) 0.85 0.93 0.94 0.89 1.00 1.01 0.50 0.00 0.13 1.81 0.00 0.14 Avail Cap(c_a), veh/h 116 1100 1145 69 1052 1091 61 0 305 56 0 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 60.1 22.3 22.7 62.2 26.5 26.5 53.3 0.0 43.5 63.6 0.0 43.6 Incr Delay (d2), s/veh 41.5 15.2 16.2 12.7 8.2 12.2 6.1 0.0 0.2 426.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 29.4 31.7 2.2 31.1 33.6 1.1 0.0 1.1 8.5 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.6 37.5 38.9 74.9 34.7 38.7 59.4 0.0 43.7 489.7 0.0 43.8 LnGrp LOS F D D E C F E A D F A D
Approach Vol, veh/h 2207 2220 70 145
Approach Delay, s/veh 41.1 37.8 50.4 354.4
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.5 87.0 31.5 15.0 83.5 31.5
Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s5.0 80.5 25.0 8.5 77.0 25.0
Max Q Clear Time (g_c+I1), s6.4 71.7 27.0 9.2 79.0 27.0 Green Ext Time (p_c), s 0.0 7.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 49.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/30/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 497 1650 150 320 1450 334 130 130 80 215 180 647 Future Volume (veh/h) 497 1650 150 320 1450 334 130 130 80 215 180 647 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 518 1719 156 333 1510 348 135 135 83 224 188 674 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 477 2118 189 184 1701 755 145 443 375 254 443 794 Arrive On Green 0.27 0.64 0.64 0.10 0.48 0.48 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 3292 294 1781 3554 1578 641 1870 1585 1163 1870 1561 Grp Volume(v), veh/h 518 916 959 333 1510 348 135 135 83 224 188 674 Grp Sat Flow(s),veh/h/ln1781 1777 1810 1781 1777 1578 641 1870 1585 1163 1870 1561 Q Serve(g_s), s 40.2 56.9 60.4 15.5 57.8 22.1 22.7 8.9 6.3 26.6 12.8 35.5 Cycle Q Clear(g_c), s 40.2 56.9 60.4 15.5 57.8 22.1 35.5 8.9 6.3 35.5 12.8 35.5 Prop In Lane 1.00 0.16 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 477 1143 1164 184 1701 755 145 443 375 254 443 794 V/C Ratio(X) 1.09 0.80 0.82 1.81 0.89 0.46 0.93 0.30 0.22 0.88 0.42 0.85 Avail Cap(c_a), veh/h 477 1143 1164 184 1701 755 145 443 375 254 443 794 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) 0.32 0.32 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 19.7 20.3 67.3 35.4 26.2 66.8 47.1 46.1 62.8 48.6 32.3 Incr Delay (d2), s/veh 50.1 2.0 2.3 384.8 7.3 2.0 54.3 0.4 0.3 28.0 0.6 8.6 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/ln24.2 21.9 23.8 26.6 25.6 8.5 7.3 4.2 2.5 10.5 6.0 22.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.0 21.7 22.6 452.0 42.8 28.2 121.1 47.5 46.4 90.8 49.2 40.9 LnGrp LOS F C C F D C F D D F D D
Approach Vol, veh/h 2393 2191 353 1086
Approach Delay, s/veh 40.1 102.6 75.4 52.7
Approach LOS D F E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s22.0 103.5 42.0 46.7 78.8 42.0
Change Period (Y+Rc), s 6.5 6.5 * 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s15.5 80.0 * 36 40.2 55.3 35.0 Max Q Clear Time (g_c+I1), s17.5 62.4 37.5 42.2 59.8 37.5 Green Ext Time (p_c), s 0.0 12.2 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 67.2
HCM 6th LOS E
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.

Year 2050 + Proj PM Pacific Project
11: Proj Drwy (W) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 270 9 30 189 4 13
Future Vol, veh/h 270 9 30 189 4 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 345 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 293 10 33 205 4 14

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 303 0 569 298
Stage 1 - - - - 298 -
Stage 2 - - - - 271 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1258 - 484 741
Stage 1 - - - - 753 -
Stage 2 - - - - 775 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1258 - 471 741
Mov Cap-2 Maneuver - - - - 471 -
Stage 1 - - - - 753 -
Stage 2 - - - - 755 -

Approach EB WB NB
HCM Control Delay, s 0 1.1 10.7

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 653 - - 1258 -
HCM Lane V/C Ratio 0.028 - - 0.026 -
HCM Control Delay (s) 10.7 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Year 2050 + Proj PM Pacific Project
12: Proj Drwy (M) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 265 8 33 235 4 14
Future Vol, veh/h 265 8 33 235 4 14
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 370 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 288 9 36 255 4 15

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 297 0 620 293
Stage 1 - - - - 293 -
Stage 2 - - - - 327 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1264 - 452 746
Stage 1 - - - - 757 -
Stage 2 - - - - 731 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1264 - 439 746
Mov Cap-2 Maneuver - - - - 439 -
Stage 1 - - - - 757 -
Stage 2 - - - - 711 -

Approach EB WB NB
HCM Control Delay, s 0 1 10.7

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 646 - - 1264 -
HCM Lane V/C Ratio 0.03 - - 0.028 -
HCM Control Delay (s) 10.7 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Year 2050 + Proj PM Pacific Project
13: Proj Drwy (E) & La Mirada Dr 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 267 12 52 263 5 23
Future Vol, veh/h 267 12 52 263 5 23
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 130 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 290 13 57 286 5 25

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 303 0 697 297
Stage 1 - - - - 297 -
Stage 2 - - - - 400 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1258 - 407 742
Stage 1 - - - - 754 -
Stage 2 - - - - 677 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1258 - 389 742
Mov Cap-2 Maneuver - - - - 389 -
Stage 1 - - - - 754 -
Stage 2 - - - - 647 -

Approach EB WB NB
HCM Control Delay, s 0 1.3 10.9

HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 639 - - 1258 -
HCM Lane V/C Ratio 0.048 - - 0.045 -
HCM Control Delay (s) 10.9 - - 8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
Year 2050 + Proj PM Pacific Project
14: Linda Vista Dr & Proj Drwy (W) 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 923 468 12 9 0
Future Vol, veh/h 3 923 468 12 9 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 3 1003 509 13 10 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 522 0 - 0 1525 516
Stage 1 - - - - 516 -
Stage 2 - - - - 1009 -
C r i t i c a l H d w y 4 . 1 2--- 6 . 4 2 6 . 2 2
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1044 - - - 130 559
Stage 1 - - - - 599 -
Stage 2 - - - - 352 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1044 - - - 130 559
Mov Cap-2 Maneuver - - - - 256 -
Stage 1 - - - - 597 -
Stage 2 - - - - 352 -

Approach EB WB SB
HCM Control Delay, s 0 0 19.6

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1044 - - - 256
HCM Lane V/C Ratio 0.003 - - - 0.038
HCM Control Delay (s) 8.5 - - - 19.6
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
Year 2050 + Proj PM Pacific Project
15: Linda Vista Dr & Proj Drwy (E) 01/30/2023
HCM 6th TWSC
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 932 479 10 0 1
Future Vol, veh/h 0 932 479 10 0 1
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, % 2 22222
Mvmt Flow 0 1013 521 11 0 1

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 527
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y ----- 6 . 2 2
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
Follow-up Hdwy - ---- 3 . 3 1 8
Pot Cap-1 Maneuver 0 - - - 0 551
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 5 5 1
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 11.5

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 551
HCM Lane V/C Ratio - - - 0.002
HCM Control Delay (s) - - - 11.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX N
LONG-TERM + PROJECT QUEUEING ANALYSIS WORKSHEETS

Year 2050 + Proj AM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 419 397 222 1131 1798
v/c Ratio 1.09 0.99 1.05 0.34 0.74
Control Delay 108.6 79.2 114.4 8.1 22.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 108.6 79.2 114.4 8.1 22.0
Queue Length 50th (ft) ~316 243 ~160 105 311
Queue Length 95th (ft) #513 #450 m#275 128 371
Internal Link Dist (ft) 267 584 420
Turn Bay Length (ft) 300
Base Capacity (vph) 386 400 212 3310 2414
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.09 0.99 1.05 0.34 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj AM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 177 250 134 208 750 31 581 458 823 750 v/c Ratio 0.55 0.44 0.81 0.69 0.76 0.23 0.33 0.99 0.51 0.71 Control Delay 50.2 37.9 49.4 50.0 22.7 47.0 22.1 64.9 17.2 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.1
Total Delay 50.2 37.9 49.4 50.0 22.9 47.0 22.1 64.9 17.2 7.7 Queue Length 50th (ft) 56 73 75 134 138 19 85 145 131 90 Queue Length 95th (ft) 91 105 m71 m105 m97 47 126 m#216 m215 m112 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 326 756 168 400 988 168 1756 463 1628 1052 Starvation Cap Reductn 0000 1 70000 1 1
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.54 0.33 0.80 0.52 0.77 0.18 0.33 0.99 0.51 0.72 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj AM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 491 179 179 32 242 103 107 21 116 1062 v/c Ratio 0.82 0.15 0.22 0.16 0.24 0.56 0.56 0.06 0.22 1.84 Control Delay 65.6 20.8 3.7 42.7 34.8 54.7 54.5 0.3 27.7 408.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.6 20.8 3.7 42.7 34.8 54.7 54.5 0.3 27.7 408.2 Queue Length 50th (ft) 155 28 2 19 48 66 69 0 55 ~991
Queue Length 95th (ft) m179 m36 m12 48 72 124 128 0 100 #1242 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 631 1156 801 194 1011 184 190 352 529 577 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.78 0.15 0.22 0.16 0.24 0.56 0.56 0.06 0.22 1.84 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj AM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 112 21 65 42 74 35 571 42 116 989 v/c Ratio 0.53 0.06 0.14 0.20 0.25 0.22 0.48 0.07 0.49 0.62 Control Delay 45.4 26.7 0.7 37.2 14.2 40.6 25.0 0.2 41.2 21.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 26.7 0.7 37.2 14.2 40.6 25.0 0.2 41.2 21.5 Queue Length 50th (ft) 44 8 0 16 8 14 110 0 44 136
Queue Length 95th (ft) #157 26 0 59 41 54 228 0 #141 #455 Internal Link Dist (ft) 323 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 221 878 826 221 803 156 1385 706 273 1583 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.51 0.02 0.08 0.19 0.09 0.22 0.41 0.06 0.42 0.62 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj AM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 200 227 337 93 773 206 82 1464 v/c Ratio 0.86 0.34 0.96 0.61 0.56 0.43 0.23 0.55 0.90
Control Delay 103.9 23.7 104.4 45.7 66.0 22.4 4.0 66.5 38.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 23.7 104.4 45.7 66.0 22.4 4.0 66.5 38.2 Queue Length 50th (ft) 88 39 92 118 69 196 0 62 521
Queue Length 95th (ft) #197 63 #173 141 #178 325 51 116 #809 Internal Link Dist (ft) 600 1370 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 131 971 237 964 165 1781 879 167 1628 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.86 0.21 0.96 0.35 0.56 0.43 0.23 0.49 0.90 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj AM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 153 188 88 32 307 100 570 88 1003 v/c Ratio 1.09 0.26 0.19 0.20 0.55 0.53 0.39 0.52 0.69
Control Delay 145.4 34.9 0.9 45.5 37.0 54.7 21.9 56.0 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 145.4 34.9 0.9 45.5 37.0 54.7 21.9 56.0 23.6 Queue Length 50th (ft) ~110 59 0 19 86 60 125 53 221
Queue Length 95th (ft) #236 77 0 49 108 #168 200 #147 341 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 141 955 549 159 984 190 1470 169 1450 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.09 0.20 0.16 0.20 0.31 0.53 0.39 0.52 0.69 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj AM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 44 1556 42 2351 20 31 68 30
v/c Ratio 0.40 0.60 0.42 0.91 0.12 0.13 0.48 0.13
Control Delay 69.9 12.4 71.5 24.9 50.8 1.1 63.8 1.1
Queue Delay 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0
Total Delay 69.9 12.4 71.5 27.2 50.8 1.1 63.8 1.1
Queue Length 50th (ft) 36 347 34 880 16 0 56 0
Queue Length 95th (ft) 78 526 #93 #1328 38 0 95 0
Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 110 2605 101 2589 297 373 261 368
Starvation Cap Reductn 0 0 0 140 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.40 0.60 0.42 0.96 0.07 0.08 0.26 0.08 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj AM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\9 2050+Project AM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 402 1398 184 1735 223 102 102 82 148 173 538 v/c Ratio 0.91 0.71 0.77 1.08 0.27 0.72 0.33 0.23 0.71 0.55 0.80 Control Delay 78.4 25.5 81.4 87.2 3.6 84.5 55.7 3.5 75.6 62.1 44.2 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.4 25.9 81.4 87.2 3.6 84.5 55.7 3.5 75.6 62.1 44.2 Queue Length 50th (ft) 375 496 173 ~995 0 98 91 0 142 161 403 Queue Length 95th (ft) #701 579 #413 #1133 48 155 137 15 203 219 555 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 444 1982 240 1604 826 199 434 456 292 440 670 Starvation Cap Reductn 0 197 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.91 0.78 0.77 1.08 0.27 0.51 0.24 0.18 0.51 0.39 0.80 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj PM Pacific Project
1: Las Posas Rd & SR-78 WB On Ramp/SR-78 WB Off Ramp 01/26/2023 Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group WBL WBT NBL NBT SBT
Lane Group Flow (vph) 200 213 479 2306 1605
v/c Ratio 0.74 0.83 0.90 0.62 0.83
Control Delay 60.0 68.3 42.5 4.8 34.9
Queue Delay 0.0 0.0 0.0 0.1 0.0
Total Delay 60.0 68.3 42.5 4.9 34.9
Queue Length 50th (ft) 141 145 304 210 373
Queue Length 95th (ft) 222 #249 m291 m209 #500
Internal Link Dist (ft) 140 584 143
Turn Bay Length (ft) 300
Base Capacity (vph) 319 299 584 3714 1926
Starvation Cap Reductn 0 0 0 431 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.63 0.71 0.82 0.70 0.83
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj PM Pacific Project
2: Las Posas Rd & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 404 628 121 298 1191 32 1503 426 726 287 v/c Ratio 1.13 0.98 0.69 0.90 1.14 0.25 0.93 0.78 0.45 0.26 Control Delay 132.2 75.1 48.0 57.4 91.8 52.7 46.4 37.0 10.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 132.2 75.1 48.0 57.4 91.8 52.7 46.4 37.0 10.3 0.4 Queue Length 50th (ft) ~170 ~236 66 209 ~464 22 367 154 57 0 Queue Length 95th (ft) #269 #361 m79 m224 m#275 53 #464 m184 m70 m0 Internal Link Dist (ft) 288 279 1088 584
Turn Bay Length (ft) 200 470 310
Base Capacity (vph) 358 644 185 330 1046 217 1619 546 1623 1093 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.13 0.98 0.65 0.90 1.14 0.15 0.93 0.78 0.45 0.26 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj PM Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 557 465 212 111 596 233 242 71 354 893 v/c Ratio 1.01 0.61 0.31 0.62 0.76 1.18 1.19 0.21 0.54 1.32 Control Delay 84.8 37.0 7.4 63.8 50.7 165.1 165.2 1.3 31.8 182.2 Queue Delay 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.2
Total Delay 84.8 37.0 7.4 63.8 50.9 165.1 165.2 1.3 31.8 182.4 Queue Length 50th (ft) ~221 129 44 76 147 ~208 ~216 0 198 ~789 Queue Length 95th (ft) m#271 m150 m55 #147 187 #372 #382 0 298 #1048 Internal Link Dist (ft) 279 1051 902 153
Turn Bay Length (ft) 100 160 140 170
Base Capacity (vph) 552 833 678 178 891 197 204 345 653 677 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000 3 30000 2 2
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.01 0.56 0.31 0.62 0.69 1.18 1.19 0.21 0.54 1.36 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Year 2050 + Proj PM Pacific Project
5: Las Posas Rd & La Mirada Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 179 53 77 170 319 97 1165 106 234 783 v/c Ratio 0.96 0.19 0.20 0.69 0.83 0.73 0.89 0.15 0.87 0.51 Control Delay 110.3 42.8 1.1 66.0 42.7 85.1 45.4 0.5 78.9 24.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 110.3 42.8 1.1 66.0 42.7 85.1 45.4 0.5 78.9 24.3 Queue Length 50th (ft) 135 35 0 126 127 72 424 0 172 204 Queue Length 95th (ft) #313 70 0 #285 232 #181 #660 0 #358 312 Internal Link Dist (ft) 349 258 1033 1088
Turn Bay Length (ft) 110 110 120 250 250 480
Base Capacity (vph) 186 514 565 247 566 133 1305 684 270 1548 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.96 0.10 0.14 0.69 0.56 0.73 0.89 0.15 0.87 0.51 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj PM Pacific Project
6: S. Rancho Santa Fe Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 385 632 250 247 115 1323 396 94 1104 v/c Ratio 0.93 0.71 0.68 0.51 0.89 0.95 0.52 0.94 0.88
Control Delay 76.4 45.9 63.8 40.6 112.1 52.7 14.0 132.6 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 45.9 63.8 40.6 112.1 52.7 14.0 132.6 46.4 Queue Length 50th (ft) 291 240 96 73 90 507 79 74 407
Queue Length 95th (ft) #588 305 162 114 #240 #848 215 #215 #683 Internal Link Dist (ft) 600 234 523 547
Turn Bay Length (ft) 160 110 245 230
Base Capacity (vph) 415 1315 421 937 129 1386 757 100 1256 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.93 0.48 0.59 0.26 0.89 0.95 0.52 0.94 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj PM Pacific Project
8: Las Posas Rd & Linda Vista Dr 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 339 508 156 43 319 120 999 81 934 v/c Ratio 1.00 0.48 0.28 0.34 0.51 0.65 0.75 0.63 0.78
Control Delay 99.5 37.6 7.5 62.9 29.0 71.8 38.8 77.9 40.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 99.5 37.6 7.5 62.9 29.0 71.8 38.8 77.9 40.9 Queue Length 50th (ft) ~308 202 10 34 77 92 337 63 318
Queue Length 95th (ft) #522 212 55 73 104 #234 #491 #167 450 Internal Link Dist (ft) 359 1014 1036 1033
Turn Bay Length (ft) 170 60 130 240 130
Base Capacity (vph) 340 1254 643 127 967 184 1331 129 1202 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 1.00 0.41 0.24 0.34 0.33 0.65 0.75 0.63 0.78 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj PM Pacific Project
9: Pacific St & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 99 2108 61 2159 30 40 101 44
v/c Ratio 0.61 0.91 0.48 0.96 0.18 0.15 0.62 0.17
Control Delay 72.9 27.3 70.7 35.7 50.6 1.2 69.3 2.3
Queue Delay 0.0 0.0 0.0 8.2 0.0 0.0 0.0 0.0
Total Delay 72.9 27.3 70.7 43.8 50.6 1.2 69.3 2.3
Queue Length 50th (ft) 80 762 49 871 23 0 83 0
Queue Length 95th (ft) #191 #1072 #144 #1166 50 1 133 5 Internal Link Dist (ft) 728 868 295 780
Turn Bay Length (ft) 240 250
Base Capacity (vph) 162 2316 127 2239 272 372 259 367
Starvation Cap Reductn 0 0 0 101 0000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.61 0.91 0.48 1.01 0.11 0.11 0.39 0.12 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Year 2050 + Proj PM Pacific Project
10: Las Posas Rd & San Marcos Blvd 01/26/2023
Queues
N:\3279\Analysis\Synchro\10 2050+Project PM.syn
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 518 1875 333 1510 348 135 135 83 224 188 674 v/c Ratio 1.01 1.00 1.51 1.16 0.46 0.71 0.34 0.19 0.92 0.47 0.84 Control Delay 94.8 56.5 295.2 122.4 7.6 74.7 51.9 3.1 97.4 54.8 39.3 Queue Delay 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 94.8 76.5 295.2 122.4 7.6 74.7 51.9 3.1 97.4 54.8 39.3 Queue Length 50th (ft) ~570 ~953 ~490 ~915 27 120 110 0 210 158 487 Queue Length 95th (ft) #799 #1140 #691 #1055 106 202 175 15 #359 236 667 Internal Link Dist (ft) 868 1062 90 329
Turn Bay Length (ft) 240 250 670 240
Base Capacity (vph) 512 1866 220 1304 762 210 434 461 267 440 801 Starvation Cap Reductn 0 101 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.01 1.06 1.51 1.16 0.46 0.64 0.31 0.18 0.84 0.43 0.84 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queuing and Blocking Report
Year 2050 + Proj AM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 1 ends

Intersection: 11: Proj Drwy (W) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 6 38
Average Queue (ft) 1 23
95th Queue (ft) 11 48
Link Distance (ft) 146
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 12: Proj Drwy (M) & La Mirada Dr
Movement NB
Directions Served LR
Maximum Queue (ft) 42
Average Queue (ft) 25
95th Queue (ft) 52
Link Distance (ft) 166
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 13: Proj Drwy (E) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 3 39
Average Queue (ft) 1 29
95th Queue (ft) 11 47
Link Distance (ft) 139
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report
Year 2050 + Proj AM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 2 ends

Intersection: 14: Linda Vista Dr & Proj Drwy (W)
Movement EB SB
Directions Served T LR
Maximum Queue (ft) 48 30
Average Queue (ft) 12 16
95th Queue (ft) 126 40
Link Distance (ft) 692 189
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 3
Queuing Penalty (veh) 0
Intersection: 15: Linda Vista Dr & Proj Drwy (E)
Movement EB SB
Directions Served T R
Maximum Queue (ft) 26 12
Average Queue (ft) 11 3
95th Queue (ft) 80 18
Link Distance (ft) 190 192
Upstream Blk Time (%) 3
Queuing Penalty (veh) 11
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 11
Queuing and Blocking Report
Year 2050 + Proj PM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 1 ends

Intersection: 11: Proj Drwy (W) & La Mirada Dr
Movement WB WB NB
Directions Served L T LR
Maximum Queue (ft) 23 5 24
Average Queue (ft) 8 1 12
95th Queue (ft) 31 13 36
Link Distance (ft) 301 179
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
Intersection: 12: Proj Drwy (M) & La Mirada Dr
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 21 27
Average Queue (ft) 7 12
95th Queue (ft) 27 37
Link Distance (ft) 170
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 1
Queuing Penalty (veh) 1
Intersection: 13: Proj Drwy (E) & La Mirada Dr
Movement WB WB NB
Directions Served L T LR
Maximum Queue (ft) 26 5 28
Average Queue (ft) 8 1 19
95th Queue (ft) 31 13 43
Link Distance (ft) 357 136
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 1
Queuing Penalty (veh) 3
Queuing and Blocking Report
Year 2050 + Proj PM 02/01/2023
Scenario 1 Pacific Project SimTraffic Report

Page 2 ends

Intersection: 14: Linda Vista Dr & Proj Drwy (W)
Movement EB EB SB
Directions Served L T LR
Maximum Queue (ft) 6 9 27
Average Queue (ft) 2 2 8
95th Queue (ft) 12 23 28
Link Distance (ft) 691 169
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 2 0
Intersection: 15: Linda Vista Dr & Proj Drwy (E)
Movement EB SB
Directions Served T R
Maximum Queue (ft) 20 6
Average Queue (ft) 4 1
95th Queue (ft) 51 11
Link Distance (ft) 190 171
Upstream Blk Time (%) 0
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 8

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX O
NEAR-TERM + PROJECT & LONG-TERM + PROJECT

IMPROVEMENTS ANALYSIS WORKSHEETS

Near-Term + Project AM (Improvements) Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\5 Near Term+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 406 150 150 30 200 5 120 60 15 90 290 599 Future Volume (veh/h) 406 150 150 30 200 5 120 60 15 90 290 599 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 427 158 158 32 211 5 94 107 16 95 305 593 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 511 1100 661 115 1162 27 195 205 174 533 559 474 Arrive On Green 0.15 0.31 0.31 0.06 0.23 0.23 0.11 0.11 0.11 0.30 0.30 0.30 Sat Flow, veh/h 3456 3554 1575 1781 5132 121 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 427 158 158 32 140 76 94 107 16 95 305 593 Grp Sat Flow(s),veh/h/ln 1728 1777 1575 1781 1702 1849 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 12.0 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 13.7 29.9 Cycle Q Clear(g_c), s 12.0 3.2 6.5 1.7 3.3 3.3 5.0 5.4 0.9 3.9 13.7 29.9 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 511 1100 661 115 771 418 195 205 174 533 559 474 V/C Ratio(X) 0.84 0.14 0.24 0.28 0.18 0.18 0.48 0.52 0.09 0.18 0.55 1.25 Avail Cap(c_a), veh/h 667 1100 661 196 771 418 198 208 176 533 559 474 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) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.4 24.9 18.7 44.5 31.2 31.2 41.8 42.0 40.0 26.0 29.4 35.0 Incr Delay (d2), s/veh 4.4 0.2 0.5 0.5 0.5 1.0 0.7 1.0 0.1 0.1 0.6 129.6 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 5.4 1.4 3.0 0.8 1.4 1.6 2.2 2.5 0.4 1.7 6.1 28.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.8 25.1 19.3 45.0 31.7 32.2 42.5 43.1 40.1 26.0 30.0 164.6 L n G r p L O S DCBDCCDDDCCF
Approach Vol, veh/h 743 248 217 993
Approach Delay, s/veh 35.8 33.6 42.6 110.0
Approach LOS D C D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.2 37.7 35.0 19.5 29.4 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 26.3 29.9 * 19 18.0 11.1 Max Q Clear Time (g_c+I1), s 3.7 8.5 31.9 14.0 5.3 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 0.8 0.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 69.7
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project AM (Improvements) Pacific Project
5: Las Posas Rd & La Mirada Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\5 Near Term+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 15 62 20 15 40 33 442 30 100 703 96 Future Volume (veh/h) 106 15 62 20 15 40 33 442 30 100 703 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 16 65 21 16 42 35 465 32 105 740 101 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 344 59 240 70 56 147 79 996 442 148 1003 137 Arrive On Green 0.10 0.18 0.18 0.04 0.12 0.12 0.04 0.28 0.28 0.08 0.32 0.32 Sat Flow, veh/h 3456 322 1310 1781 454 1192 1781 3554 1577 1781 3141 428 Grp Volume(v), veh/h 112 0 81 21 0 58 35 465 32 105 419 422 Grp Sat Flow(s),veh/h/ln 1728 0 1632 1781 0 1646 1781 1777 1577 1781 1777 1792 Q Serve(g_s), s 1.8 0.0 2.5 0.7 0.0 1.9 1.1 6.4 0.9 3.4 12.4 12.4 Cycle Q Clear(g_c), s 1.8 0.0 2.5 0.7 0.0 1.9 1.1 6.4 0.9 3.4 12.4 12.4 Prop In Lane 1.00 0.80 1.00 0.72 1.00 1.00 1.00 0.24
Lane Grp Cap(c), veh/h 344 0 299 70 0 203 79 996 442 148 567 572 V/C Ratio(X) 0.33 0.00 0.27 0.30 0.00 0.29 0.44 0.47 0.07 0.71 0.74 0.74 Avail Cap(c_a), veh/h 496 0 882 256 0 889 183 1530 679 286 867 875 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 20.8 27.7 0.0 23.6 27.6 17.7 15.7 26.4 18.0 18.0 Incr Delay (d2), s/veh 0.5 0.0 0.5 2.3 0.0 0.8 3.9 0.3 0.1 6.1 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.9 0.3 0.0 0.7 0.5 2.3 0.3 1.5 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 0.0 21.3 30.0 0.0 24.4 31.4 18.0 15.7 32.5 19.9 19.8 LnGrp LOS C A C C A C C B B C B B
Approach Vol, veh/h 193 79 532 946
Approach Delay, s/veh 23.6 25.9 18.7 21.3
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 22.6 8.3 16.9 9.1 24.9 11.9 13.3 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.5 25.5 8.5 32.0 6.1 28.9 8.5 32.0 Max Q Clear Time (g_c+I1), s 5.4 8.4 2.7 4.5 3.1 14.4 3.8 3.9 Green Ext Time (p_c), s 0.1 2.6 0.0 0.4 0.0 4.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
Near-Term + Project AM (Improvements) Pacific Project
7: Pacific St & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\5 Near Term+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 220 20 27 382 21 25 32 10 18 67 145 Future Volume (veh/h) 84 220 20 27 382 21 25 32 10 18 67 145 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 237 22 29 411 23 27 34 11 19 72 156 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 135 633 535 60 520 29 57 371 314 42 100 216
Arrive On Green 0.08 0.34 0.34 0.03 0.30 0.30 0.03 0.20 0.20 0.02 0.19 0.19 Sat Flow, veh/h 1781 1870 1583 1781 1755 98 1781 1870 1585 1781 525 1137 Grp Volume(v), veh/h 90 237 22 29 0 434 27 34 11 19 0 228 Grp Sat Flow(s),veh/h/ln 1781 1870 1583 1781 0 1853 1781 1870 1585 1781 0 1662 Q Serve(g_s), s 2.2 4.3 0.4 0.7 0.0 9.5 0.7 0.7 0.2 0.5 0.0 5.7 Cycle Q Clear(g_c), s 2.2 4.3 0.4 0.7 0.0 9.5 0.7 0.7 0.2 0.5 0.0 5.7 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.68
Lane Grp Cap(c), veh/h 135 633 535 60 0 549 57 371 314 42 0 316 V/C Ratio(X) 0.67 0.37 0.04 0.48 0.00 0.79 0.48 0.09 0.03 0.45 0.00 0.72 Avail Cap(c_a), veh/h 205 797 675 205 0 790 201 759 644 201 0 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.0 11.1 9.8 21.0 0.0 14.3 21.1 14.5 14.3 21.4 0.0 16.9 Incr Delay (d2), s/veh 5.6 0.4 0.0 5.8 0.0 3.5 6.0 0.1 0.0 7.5 0.0 3.1 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 1.0 1.5 0.1 0.4 0.0 3.8 0.3 0.2 0.1 0.3 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 11.5 9.9 26.9 0.0 17.8 27.1 14.6 14.4 28.8 0.0 20.0 LnGrp LOS C B A C A B C B B C A B
Approach Vol, veh/h 349 463 72 247
Approach Delay, s/veh 15.0 18.4 19.3 20.7
Approach LOS B B B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.0 19.5 5.9 12.9 7.8 17.6 5.5 13.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.9 5.0 18.0 5.1 18.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.7 6.3 2.7 7.7 4.2 11.5 2.5 2.7 Green Ext Time (p_c), s 0.0 1.1 0.0 0.9 0.0 1.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Near-Term + Project AM (Improvements) Pacific Project
8: Las Posas Rd & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\5 Near Term+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 145 52 10 182 53 73 330 30 72 430 343 Future Volume (veh/h) 122 145 52 10 182 53 73 330 30 72 430 343 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 156 56 11 196 57 78 355 32 77 462 369 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 488 169 42 248 210 100 1589 142 99 895 712 Arrive On Green 0.08 0.19 0.19 0.02 0.13 0.13 0.06 0.48 0.48 0.06 0.48 0.48 Sat Flow, veh/h 1781 2589 895 1781 1870 1585 1781 3294 295 1781 1858 1479 Grp Volume(v), veh/h 131 105 107 11 196 57 78 190 197 77 442 389 Grp Sat Flow(s),veh/h/ln 1781 1777 1708 1781 1870 1585 1781 1777 1812 1781 1777 1560 Q Serve(g_s), s 7.3 5.1 5.4 0.6 10.2 3.2 4.3 6.2 6.3 4.3 17.2 17.2 Cycle Q Clear(g_c), s 7.3 5.1 5.4 0.6 10.2 3.2 4.3 6.2 6.3 4.3 17.2 17.2 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.16 1.00 0.95
Lane Grp Cap(c), veh/h 143 335 322 42 248 210 100 857 874 99 856 751 V/C Ratio(X) 0.92 0.31 0.33 0.26 0.79 0.27 0.78 0.22 0.22 0.78 0.52 0.52 Avail Cap(c_a), veh/h 143 480 461 160 524 444 107 857 874 107 856 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 45.7 35.0 35.1 48.0 42.0 39.0 46.6 15.0 15.0 46.6 17.9 17.9 Incr Delay (d2), s/veh 51.8 0.5 0.6 3.2 5.6 0.7 28.9 0.6 0.6 26.1 2.0 2.3 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 5.3 2.2 2.3 0.3 5.0 1.3 2.6 2.4 2.5 2.5 6.9 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.5 35.5 35.7 51.2 47.7 39.7 75.5 15.6 15.6 72.8 19.9 20.2 L n G r p L O S FDDDDD EBBEBC
Approach Vol, veh/h 343 264 465 908
Approach Delay, s/veh 59.2 46.1 25.7 24.5
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 54.7 8.4 24.9 12.1 54.7 14.0 19.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.3 8.3 2.6 7.4 6.3 19.2 9.3 12.2 Green Ext Time (p_c), s 0.0 2.0 0.0 1.1 0.0 4.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Near-Term + Project PM (Improvements) Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\6 Near Term+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 481 400 190 100 510 15 270 160 60 310 290 494 Future Volume (veh/h) 481 400 190 100 510 15 270 160 60 310 290 494 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 486 404 192 101 515 15 218 240 61 313 293 466 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 543 973 616 170 1081 31 209 219 186 563 591 501 Arrive On Green 0.16 0.27 0.27 0.10 0.21 0.21 0.12 0.12 0.12 0.32 0.32 0.32 Sat Flow, veh/h 3456 3554 1571 1781 5100 148 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 486 404 192 101 343 187 218 240 61 313 293 466 Grp Sat Flow(s),veh/h/ln 1728 1777 1571 1781 1702 1843 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 15.2 10.2 9.3 6.0 9.7 9.8 12.9 12.9 3.9 16.0 14.0 31.3 Cycle Q Clear(g_c), s 15.2 10.2 9.3 6.0 9.7 9.8 12.9 12.9 3.9 16.0 14.0 31.3 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 543 973 616 170 722 391 209 219 186 563 591 501 V/C Ratio(X) 0.89 0.42 0.31 0.59 0.48 0.48 1.04 1.09 0.33 0.56 0.50 0.93 Avail Cap(c_a), veh/h 556 973 616 180 722 391 209 219 186 622 653 553 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 32.7 23.2 47.7 38.0 38.0 48.5 48.5 44.6 31.2 30.5 36.4 Incr Delay (d2), s/veh 11.5 0.8 0.8 3.0 2.2 4.1 74.2 88.2 0.4 0.3 0.2 20.5 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 7.3 4.5 4.4 2.8 4.3 4.9 10.0 11.4 1.5 6.9 6.3 14.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 33.5 24.1 50.7 40.2 42.1 122.7 136.7 45.0 31.5 30.7 56.9 L n G r p L O S ECCDDDFFDCCE
Approach Vol, veh/h 1082 631 519 1072
Approach Delay, s/veh 42.4 42.5 120.1 42.3
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.2 36.9 39.9 22.0 30.1 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.0 12.2 33.3 17.2 11.8 14.9 Green Ext Time (p_c), s 0.0 1.8 1.5 0.1 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term + Project PM (Improvements) Pacific Project
5: Las Posas Rd & La Mirada Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\6 Near Term+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 50 62 130 50 220 86 935 80 200 492 154 Future Volume (veh/h) 158 50 62 130 50 220 86 935 80 200 492 154 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 55 68 143 55 242 95 1027 88 220 541 169 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 255 145 179 174 65 285 119 1097 487 254 1024 319 Arrive On Green 0.07 0.19 0.19 0.10 0.21 0.21 0.07 0.31 0.31 0.14 0.38 0.38 Sat Flow, veh/h 3456 760 940 1781 302 1328 1781 3554 1577 1781 2668 830 Grp Volume(v), veh/h 174 0 123 143 0 297 95 1027 88 220 360 350 Grp Sat Flow(s),veh/h/ln 1728 0 1699 1781 0 1629 1781 1777 1577 1781 1777 1721 Q Serve(g_s), s 4.6 0.0 5.9 7.4 0.0 16.5 4.9 26.4 3.8 11.4 14.7 14.8 Cycle Q Clear(g_c), s 4.6 0.0 5.9 7.4 0.0 16.5 4.9 26.4 3.8 11.4 14.7 14.8 Prop In Lane 1.00 0.55 1.00 0.81 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 255 0 324 174 0 350 119 1097 487 254 682 661 V/C Ratio(X) 0.68 0.00 0.38 0.82 0.00 0.85 0.80 0.94 0.18 0.87 0.53 0.53 Avail Cap(c_a), veh/h 397 0 579 186 0 537 119 1108 492 273 707 685 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 42.5 0.0 33.2 41.6 0.0 35.4 43.2 31.6 23.8 39.4 22.4 22.4 Incr Delay (d2), s/veh 3.2 0.0 0.7 23.5 0.0 7.8 30.0 14.3 0.2 23.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.5 4.3 0.0 7.1 3.1 12.6 1.4 6.4 5.8 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 0.0 33.9 65.0 0.0 43.2 73.2 45.9 24.0 62.7 23.0 23.1 LnGrp LOS D A C E A D E D C E C C
Approach Vol, veh/h 297 440 1210 930
Approach Delay, s/veh 40.8 50.3 46.4 32.4
A p p r o a c h L O S DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 35.0 15.2 23.9 12.8 42.1 12.9 26.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.4 29.3 9.8 32.0 6.3 37.4 10.8 31.0 Max Q Clear Time (g_c+I1), s 13.4 28.4 9.4 7.9 6.9 16.8 6.6 18.5 Green Ext Time (p_c), s 0.1 0.6 0.0 0.6 0.0 4.0 0.2 1.4 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
Near-Term + Project PM (Improvements) Pacific Project
7: Pacific St & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\6 Near Term+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 662 50 31 290 27 40 67 37 22 44 107 Future Volume (veh/h) 235 662 50 31 290 27 40 67 37 22 44 107 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 247 697 53 33 305 28 42 71 39 23 46 113 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 307 835 687 64 523 48 77 296 244 48 67 164
Arrive On Green 0.17 0.45 0.45 0.04 0.31 0.31 0.04 0.16 0.16 0.03 0.14 0.14 Sat Flow, veh/h 1781 1870 1539 1781 1687 155 1781 1870 1541 1781 470 1156 Grp Volume(v), veh/h 247 697 53 33 0 333 42 71 39 23 0 159 Grp Sat Flow(s),veh/h/ln 1781 1870 1539 1781 0 1842 1781 1870 1541 1781 0 1626 Q Serve(g_s), s 7.2 17.8 1.1 1.0 0.0 8.2 1.3 1.8 1.2 0.7 0.0 5.0 Cycle Q Clear(g_c), s 7.2 17.8 1.1 1.0 0.0 8.2 1.3 1.8 1.2 0.7 0.0 5.0 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.71
Lane Grp Cap(c), veh/h 307 835 687 64 0 571 77 296 244 48 0 231 V/C Ratio(X) 0.80 0.83 0.08 0.51 0.00 0.58 0.55 0.24 0.16 0.48 0.00 0.69 Avail Cap(c_a), veh/h 496 1174 965 164 0 813 164 621 512 164 0 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.5 13.2 8.6 25.6 0.0 15.7 25.4 20.0 19.7 26.0 0.0 22.1 Incr Delay (d2), s/veh 4.9 3.8 0.0 6.2 0.0 0.9 5.9 0.4 0.3 7.2 0.0 3.6 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 3.2 6.9 0.3 0.5 0.0 3.2 0.6 0.7 0.4 0.4 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.5 17.0 8.6 31.8 0.0 16.7 31.3 20.4 20.0 33.2 0.0 25.7 L n G r p L O S CBACABCCCCAC
Approach Vol, veh/h 997 366 152 182
Approach Delay, s/veh 18.9 18.0 23.3 26.7
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 28.7 6.8 12.2 13.8 21.3 6.0 13.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 15.1 23.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.0 19.8 3.3 7.0 9.2 10.2 2.7 3.8 Green Ext Time (p_c), s 0.0 4.4 0.0 0.6 0.4 1.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Near-Term + Project PM (Improvements) Pacific Project
8: Las Posas Rd & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\6 Near Term+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 275 412 95 35 155 102 82 749 30 60 577 182 Future Volume (veh/h) 275 412 95 35 155 102 82 749 30 60 577 182 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 296 443 102 38 167 97 88 805 32 65 620 196 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 243 575 131 100 225 189 97 1634 65 84 1219 385 Arrive On Green 0.14 0.20 0.20 0.06 0.12 0.12 0.05 0.47 0.47 0.05 0.46 0.46 Sat Flow, veh/h 1781 2871 656 1781 1870 1573 1781 3482 138 1781 2641 834 Grp Volume(v), veh/h 296 273 272 38 167 97 88 411 426 65 417 399 Grp Sat Flow(s),veh/h/ln 1781 1777 1750 1781 1870 1573 1781 1777 1843 1781 1777 1698 Q Serve(g_s), s 15.0 16.0 16.2 2.3 9.5 6.4 5.4 17.6 17.6 4.0 18.1 18.2 Cycle Q Clear(g_c), s 15.0 16.0 16.2 2.3 9.5 6.4 5.4 17.6 17.6 4.0 18.1 18.2 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.08 1.00 0.49
Lane Grp Cap(c), veh/h 243 356 350 100 225 189 97 834 865 84 821 784 V/C Ratio(X) 1.22 0.77 0.78 0.38 0.74 0.51 0.91 0.49 0.49 0.78 0.51 0.51 Avail Cap(c_a), veh/h 243 533 525 146 459 386 97 834 865 97 821 784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 Uniform Delay (d), s/veh 47.5 41.6 41.7 50.1 46.8 45.4 51.7 20.2 20.2 51.8 20.8 20.8 Incr Delay (d2), s/veh 129.7 3.8 4.2 2.4 4.8 2.2 61.8 2.1 2.0 23.7 1.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.4 7.3 7.3 1.1 4.7 2.6 4.0 7.2 7.5 2.3 7.4 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 177.2 45.3 45.9 52.4 51.6 47.5 113.5 22.2 22.2 75.5 22.7 22.8 L n G r p L O S FDDDDDFCCECC
Approach Vol, veh/h 841 302 925 881
Approach Delay, s/veh 91.9 50.4 30.9 26.6
Approach LOS F D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.7 58.1 12.2 28.0 12.5 57.3 21.0 19.2 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 37.0 9.0 33.0 6.0 37.0 15.0 27.0 Max Q Clear Time (g_c+I1), s 6.0 19.6 4.3 18.2 7.4 20.2 17.0 11.5 Green Ext Time (p_c), s 0.0 4.5 0.0 2.9 0.0 4.4 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 49.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj AM (Improvements) Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\9 2050+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 466 170 170 30 230 0 140 60 20 110 320 689 Future Volume (veh/h) 466 170 170 30 230 0 140 60 20 110 320 689 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 491 179 179 32 242 0 105 122 21 116 337 687 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 579 1064 645 115 1003 0 196 206 174 550 578 490 Arrive On Green 0.17 0.30 0.30 0.06 0.20 0.00 0.11 0.11 0.11 0.31 0.31 0.31 Sat Flow, veh/h 3456 3554 1574 1781 5274 0 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 491 179 179 32 242 0 105 122 21 116 337 687 Grp Sat Flow(s),veh/h/ln 1728 1777 1574 1781 1702 0 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 13.8 3.7 7.6 1.7 4.0 0.0 5.6 6.2 1.2 4.8 15.2 30.9 Cycle Q Clear(g_c), s 13.8 3.7 7.6 1.7 4.0 0.0 5.6 6.2 1.2 4.8 15.2 30.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 579 1064 645 115 1003 0 196 206 174 550 578 490 V/C Ratio(X) 0.85 0.17 0.28 0.28 0.24 0.00 0.54 0.59 0.12 0.21 0.58 1.40 Avail Cap(c_a), veh/h 743 1064 645 196 1003 0 196 206 174 550 578 490 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) 0.51 0.51 0.51 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 25.8 19.7 44.5 33.9 0.0 42.1 42.4 40.1 25.5 29.1 34.5 Incr Delay (d2), s/veh 3.9 0.2 0.5 0.5 0.6 0.0 1.5 3.2 0.1 0.1 1.0 193.2 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 6.1 1.6 3.4 0.8 1.7 0.0 2.5 3.0 0.5 2.0 6.9 37.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.3 26.0 20.2 45.0 34.5 0.0 43.6 45.5 40.3 25.6 30.1 227.8 L n G r p L O S DCCDCADDDCCF
Approach Vol, veh/h 849 274 248 1140
Approach Delay, s/veh 35.4 35.7 44.3 148.8
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.2 36.7 36.0 21.5 26.5 16.1
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.4 30.9 * 22 14.9 11.0 Max Q Clear Time (g_c+I1), s 3.7 9.6 32.9 15.8 6.0 8.2
Green Ext Time (p_c), s 0.0 0.9 0.0 1.0 0.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 87.8
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj AM (Improvements) Pacific Project
5: Las Posas Rd & La Mirada Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\9 2050+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 20 62 40 20 50 33 542 40 110 833 106 Future Volume (veh/h) 106 20 62 40 20 50 33 542 40 110 833 106 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 21 65 42 21 53 35 571 42 116 877 112 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 329 60 187 118 57 143 78 1108 492 150 1116 143 Arrive On Green 0.10 0.15 0.15 0.07 0.12 0.12 0.04 0.31 0.31 0.08 0.35 0.35 Sat Flow, veh/h 3456 401 1242 1781 468 1180 1781 3554 1577 1781 3169 405 Grp Volume(v), veh/h 112 0 86 42 0 74 35 571 42 116 492 497 Grp Sat Flow(s),veh/h/ln 1728 0 1644 1781 0 1648 1781 1777 1577 1781 1777 1797 Q Serve(g_s), s 1.9 0.0 3.0 1.4 0.0 2.6 1.2 8.3 1.2 4.0 15.7 15.7 Cycle Q Clear(g_c), s 1.9 0.0 3.0 1.4 0.0 2.6 1.2 8.3 1.2 4.0 15.7 15.7 Prop In Lane 1.00 0.76 1.00 0.72 1.00 1.00 1.00 0.23
Lane Grp Cap(c), veh/h 329 0 247 118 0 199 78 1108 492 150 626 633 V/C Ratio(X) 0.34 0.00 0.35 0.36 0.00 0.37 0.45 0.52 0.09 0.77 0.79 0.79 Avail Cap(c_a), veh/h 465 0 833 240 0 835 172 1423 632 274 813 822 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 26.7 0.0 24.1 28.2 0.0 25.5 29.5 17.8 15.4 28.3 18.3 18.3 Incr Delay (d2), s/veh 0.6 0.0 0.8 1.8 0.0 1.1 4.0 0.4 0.1 8.3 3.9 3.8 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 0.8 0.0 1.1 0.6 0.0 1.0 0.6 2.9 0.4 1.9 6.0 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 0.0 24.9 30.0 0.0 26.7 33.5 18.2 15.4 36.6 22.2 22.1 LnGrp LOS C A C C A C C B B D C C
Approach Vol, veh/h 198 116 648 1105
Approach Delay, s/veh 26.3 27.9 18.8 23.7
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.8 25.7 10.2 15.5 9.3 28.3 12.0 13.6 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.7 25.3 8.5 32.0 6.1 28.9 8.5 32.0 Max Q Clear Time (g_c+I1), s 6.0 10.3 3.4 5.0 3.2 17.7 3.9 4.6 Green Ext Time (p_c), s 0.1 3.1 0.0 0.4 0.0 4.4 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Year 2050 + Proj AM (Improvements) Pacific Project
7: Pacific St & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\9 2050+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 94 230 20 32 402 21 30 32 10 18 77 155 Future Volume (veh/h) 94 230 20 32 402 21 30 32 10 18 77 155 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 247 22 34 432 23 32 34 11 19 83 167 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 139 639 540 68 531 28 65 401 340 42 111 224
Arrive On Green 0.08 0.34 0.34 0.04 0.30 0.30 0.04 0.21 0.21 0.02 0.20 0.20 Sat Flow, veh/h 1781 1870 1583 1781 1760 94 1781 1870 1585 1781 553 1113 Grp Volume(v), veh/h 101 247 22 34 0 455 32 34 11 19 0 250 Grp Sat Flow(s),veh/h/ln 1781 1870 1583 1781 0 1853 1781 1870 1585 1781 0 1667 Q Serve(g_s), s 2.6 4.7 0.4 0.9 0.0 10.7 0.8 0.7 0.3 0.5 0.0 6.6 Cycle Q Clear(g_c), s 2.6 4.7 0.4 0.9 0.0 10.7 0.8 0.7 0.3 0.5 0.0 6.6 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 0.67
Lane Grp Cap(c), veh/h 139 639 540 68 0 559 65 401 340 42 0 336 V/C Ratio(X) 0.73 0.39 0.04 0.50 0.00 0.81 0.49 0.08 0.03 0.46 0.00 0.74 Avail Cap(c_a), veh/h 193 752 636 193 0 745 189 716 607 189 0 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.2 11.7 10.3 22.2 0.0 15.2 22.2 14.8 14.6 22.7 0.0 17.6 Incr Delay (d2), s/veh 8.2 0.4 0.0 5.6 0.0 5.2 5.7 0.1 0.0 7.6 0.0 3.3 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 1.3 1.7 0.1 0.4 0.0 4.6 0.4 0.3 0.1 0.3 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 12.1 10.4 27.8 0.0 20.4 28.0 14.9 14.7 30.3 0.0 20.9 LnGrp LOS C B B C A C C B B C A C
Approach Vol, veh/h 370 489 77 269
Approach Delay, s/veh 16.7 20.9 20.3 21.6
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 20.6 6.2 14.0 8.2 18.7 5.6 14.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 18.9 5.0 18.0 5.1 18.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 2.9 6.7 2.8 8.6 4.6 12.7 2.5 2.7 Green Ext Time (p_c), s 0.0 1.1 0.0 0.9 0.0 1.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Year 2050 + Proj AM (Improvements) Pacific Project
8: Las Posas Rd & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\9 2050+Project AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 175 82 30 222 63 93 480 50 82 550 383 Future Volume (veh/h) 142 175 82 30 222 63 93 480 50 82 550 383 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 153 188 88 32 239 68 100 516 54 88 591 412 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 143 437 196 94 293 248 107 1470 153 107 897 625 Arrive On Green 0.08 0.18 0.18 0.05 0.16 0.16 0.06 0.45 0.45 0.06 0.45 0.45 Sat Flow, veh/h 1781 2382 1071 1781 1870 1585 1781 3242 338 1781 1978 1379 Grp Volume(v), veh/h 153 138 138 32 239 68 100 282 288 88 531 472 Grp Sat Flow(s),veh/h/ln 1781 1777 1676 1781 1870 1585 1781 1777 1804 1781 1777 1581 Q Serve(g_s), s 8.0 6.9 7.3 1.7 12.4 3.8 5.6 10.3 10.4 4.9 23.3 23.3 Cycle Q Clear(g_c), s 8.0 6.9 7.3 1.7 12.4 3.8 5.6 10.3 10.4 4.9 23.3 23.3 Prop In Lane 1.00 0.64 1.00 1.00 1.00 0.19 1.00 0.87
Lane Grp Cap(c), veh/h 143 326 307 94 293 248 107 806 818 107 806 717 V/C Ratio(X) 1.07 0.42 0.45 0.34 0.82 0.27 0.94 0.35 0.35 0.82 0.66 0.66 Avail Cap(c_a), veh/h 143 480 452 160 524 444 107 806 818 107 806 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 46.0 36.1 36.3 45.7 40.8 37.2 46.8 17.7 17.8 46.5 21.3 21.3 Incr Delay (d2), s/veh 96.4 0.9 1.0 2.1 5.5 0.6 66.7 1.2 1.2 33.5 3.5 4.0 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 7.3 3.0 3.1 0.8 6.1 1.5 4.4 4.2 4.3 3.1 9.6 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 142.4 37.0 37.3 47.8 46.3 37.8 113.5 18.9 19.0 80.0 24.8 25.3 L n G r p L O S FDDDDDFBBFCC
Approach Vol, veh/h 429 339 670 1091
Approach Delay, s/veh 74.7 44.7 33.1 29.5
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.5 51.9 11.3 24.3 12.5 51.9 14.0 21.6 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.0 33.0 9.0 27.0 6.0 33.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 6.9 12.4 3.7 9.3 7.6 25.3 10.0 14.4 Green Ext Time (p_c), s 0.0 3.0 0.0 1.4 0.0 3.6 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Year 2050 + Proj PM (Improvements) Pacific Project
3: Via Vera Cruz/SR-78 EB Ramps & Grand Ave 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\10 2050+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 551 460 210 110 580 10 300 170 70 350 320 564 Future Volume (veh/h) 551 460 210 110 580 10 300 170 70 350 320 564 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 557 465 212 111 586 10 238 264 71 354 323 537 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 556 852 562 172 907 15 209 219 186 622 653 553 Arrive On Green 0.16 0.24 0.24 0.10 0.18 0.18 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 3456 3554 1569 1781 5170 88 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 557 465 212 111 385 211 238 264 71 354 323 537 Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1781 1702 1854 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 17.7 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 14.9 36.7 Cycle Q Clear(g_c), s 17.7 12.6 11.1 6.6 11.6 11.6 12.9 12.9 4.6 17.8 14.9 36.7 Prop In Lane 1.00 1.00 1.00 0.05 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 556 852 562 172 597 325 209 219 186 622 653 553 V/C Ratio(X) 1.00 0.55 0.38 0.64 0.65 0.65 1.14 1.20 0.38 0.57 0.49 0.97 Avail Cap(c_a), veh/h 556 852 562 180 597 325 209 219 186 622 653 553 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) 0.32 0.32 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 36.6 26.3 47.9 42.2 42.2 48.5 48.5 44.9 29.1 28.2 35.2 Incr Delay (d2), s/veh 22.0 0.8 0.6 5.4 5.3 9.6 104.8 126.7 0.5 0.8 0.2 30.6 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 9.2 5.5 5.1 3.2 5.3 6.2 11.8 13.7 1.8 7.6 6.7 18.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 37.4 26.9 53.3 47.5 51.8 153.4 175.2 45.3 29.9 28.4 65.9 L n G r p L O S FDCDDDFFDCCE
Approach Vol, veh/h 1234 707 573 1214
Approach Delay, s/veh 49.5 49.7 150.1 45.4
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.3 33.2 43.5 22.4 26.1 18.0
Change Period (Y+Rc), s * 4.7 6.8 5.1 * 4.7 6.8 5.1
Max Green Setting (Gmax), s * 11 25.9 38.4 * 18 19.3 12.9 Max Q Clear Time (g_c+I1), s 8.6 14.6 38.7 19.7 13.6 14.9 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 63.6
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Year 2050 + Proj PM (Improvements) Pacific Project
5: Las Posas Rd & La Mirada Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\10 2050+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 50 72 160 60 240 91 1095 100 220 572 164 Future Volume (veh/h) 168 50 72 160 60 240 91 1095 100 220 572 164 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 53 77 170 64 229 97 1165 106 234 609 174 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 242 113 164 198 73 262 122 1283 570 262 1199 342 Arrive On Green 0.07 0.16 0.16 0.11 0.20 0.20 0.07 0.36 0.36 0.15 0.44 0.44 Sat Flow, veh/h 3456 688 1000 1781 358 1280 1781 3554 1578 1781 2729 778 Grp Volume(v), veh/h 179 0 130 170 0 293 97 1165 106 234 396 387 Grp Sat Flow(s),veh/h/ln 1728 0 1688 1781 0 1638 1781 1777 1578 1781 1777 1730 Q Serve(g_s), s 5.7 0.0 7.9 10.6 0.0 19.6 6.1 35.2 5.2 14.6 18.2 18.2 Cycle Q Clear(g_c), s 5.7 0.0 7.9 10.6 0.0 19.6 6.1 35.2 5.2 14.6 18.2 18.2 Prop In Lane 1.00 0.59 1.00 0.78 1.00 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 242 0 277 198 0 336 122 1283 570 262 781 760 V/C Ratio(X) 0.74 0.00 0.47 0.86 0.00 0.87 0.79 0.91 0.19 0.89 0.51 0.51 Avail Cap(c_a), veh/h 361 0 478 205 0 481 232 1352 601 276 781 760 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 51.5 0.0 42.8 49.4 0.0 43.5 51.8 34.3 24.7 47.3 22.8 22.9 Incr Delay (d2), s/veh 4.4 0.0 1.2 28.1 0.0 11.8 10.8 8.9 0.2 27.7 0.5 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 2.6 0.0 3.4 6.2 0.0 8.9 3.0 15.9 1.9 8.3 7.3 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.0 0.0 44.0 77.5 0.0 55.3 62.7 43.2 24.9 75.0 23.4 23.4 L n G r p L O S EADEAEEDCECC
Approach Vol, veh/h 309 463 1368 1017
Approach Delay, s/veh 50.9 63.4 43.2 35.3
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.1 46.8 18.6 24.5 14.3 55.7 13.9 29.2 Change Period (Y+Rc), s 6.5 6.0 6.0 6.0 6.5 6.0 6.0 6.0 Max Green Setting (Gmax), s 17.5 43.0 13.0 32.0 14.7 45.8 11.8 33.2 Max Q Clear Time (g_c+I1), s 16.6 37.2 12.6 9.9 8.1 20.2 7.7 21.6 Green Ext Time (p_c), s 0.1 3.6 0.0 0.6 0.1 4.7 0.2 1.3 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Year 2050 + Proj PM (Improvements) Pacific Project
7: Pacific St & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\10 2050+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 712 50 31 320 27 40 77 42 22 54 107 Future Volume (veh/h) 255 712 50 31 320 27 40 77 42 22 54 107 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.97 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 268 749 53 33 337 28 42 81 44 23 57 113 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 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 327 870 716 63 540 45 76 302 249 48 80 159
Arrive On Green 0.18 0.46 0.46 0.04 0.32 0.32 0.04 0.16 0.16 0.03 0.15 0.15 Sat Flow, veh/h 1781 1870 1539 1781 1703 142 1781 1870 1541 1781 550 1090 Grp Volume(v), veh/h 268 749 53 33 0 365 42 81 44 23 0 170 Grp Sat Flow(s),veh/h/ln 1781 1870 1539 1781 0 1845 1781 1870 1541 1781 0 1640 Q Serve(g_s), s 8.4 20.7 1.1 1.1 0.0 9.7 1.3 2.2 1.4 0.7 0.0 5.7 Cycle Q Clear(g_c), s 8.4 20.7 1.1 1.1 0.0 9.7 1.3 2.2 1.4 0.7 0.0 5.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 327 870 716 63 0 585 76 302 249 48 0 239 V/C Ratio(X) 0.82 0.86 0.07 0.52 0.00 0.62 0.56 0.27 0.18 0.48 0.00 0.71 Avail Cap(c_a), veh/h 496 1100 905 154 0 730 154 582 480 154 0 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.7 13.8 8.6 27.4 0.0 16.8 27.2 21.3 20.9 27.8 0.0 23.5 Incr Delay (d2), s/veh 6.5 5.9 0.0 6.5 0.0 1.1 6.2 0.5 0.3 7.4 0.0 3.9 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 3.8 8.6 0.3 0.5 0.0 3.8 0.7 0.9 0.5 0.4 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 19.7 8.6 33.9 0.0 17.9 33.4 21.7 21.3 35.2 0.0 27.4 L n G r p L O S CBACABCCCDAC
Approach Vol, veh/h 1070 398 167 193
Approach Delay, s/veh 21.5 19.2 24.5 28.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 31.4 7.0 12.9 15.1 22.8 6.0 13.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 34.0 5.0 18.0 16.1 22.9 5.0 18.0 Max Q Clear Time (g_c+I1), s 3.1 22.7 3.3 7.7 10.4 11.7 2.7 4.2 Green Ext Time (p_c), s 0.0 4.2 0.0 0.6 0.4 1.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Year 2050 + Proj PM (Improvements) Pacific Project
8: Las Posas Rd & Linda Vista Dr 02/16/2023
HCM 6th Signalized Intersection Summary
N:\3279\Analysis\Synchro\Improvements\10 2050+Project PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 315 472 145 40 175 122 112 879 50 75 667 202 Future Volume (veh/h) 315 472 145 40 175 122 112 879 50 75 667 202 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.98 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 339 508 156 43 188 118 120 945 54 81 717 217 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 292 640 196 99 245 206 113 1552 89 90 1181 357 Arrive On Green 0.16 0.24 0.24 0.06 0.13 0.13 0.06 0.45 0.45 0.05 0.44 0.44 Sat Flow, veh/h 1781 2679 818 1781 1870 1574 1781 3414 195 1781 2671 808 Grp Volume(v), veh/h 339 336 328 43 188 118 120 492 507 81 477 457 Grp Sat Flow(s),veh/h/ln 1781 1777 1721 1781 1870 1574 1781 1777 1832 1781 1777 1703 Q Serve(g_s), s 20.5 22.2 22.4 2.9 12.1 8.8 7.9 26.1 26.1 5.7 25.6 25.6 Cycle Q Clear(g_c), s 20.5 22.2 22.4 2.9 12.1 8.8 7.9 26.1 26.1 5.7 25.6 25.6 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.11 1.00 0.47
Lane Grp Cap(c), veh/h 292 425 411 99 245 206 113 808 833 90 785 752 V/C Ratio(X) 1.16 0.79 0.80 0.43 0.77 0.57 1.07 0.61 0.61 0.90 0.61 0.61 Avail Cap(c_a), veh/h 292 625 606 128 486 409 113 808 833 90 785 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 52.3 44.6 44.7 57.1 52.5 51.0 58.6 25.7 25.7 59.0 26.6 26.6 Incr Delay (d2), s/veh 103.3 4.2 4.6 2.9 5.0 2.5 103.7 3.4 3.3 54.6 2.7 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 17.5 10.3 10.1 1.4 6.0 3.6 6.7 11.2 11.6 3.9 10.9 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 155.6 48.8 49.3 60.0 57.5 53.5 162.2 29.1 29.0 113.6 29.3 29.4 LnGrp LOS F D D E E D F C C F C C
Approach Vol, veh/h 1003 349 1119 1015
Approach Delay, s/veh 85.1 56.5 43.3 36.1
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 63.3 13.0 35.9 14.4 61.7 26.5 22.4 Change Period (Y+Rc), s 6.5 6.5 6.0 6.0 6.5 6.5 6.0 6.0 Max Green Setting (Gmax), s 6.3 40.7 9.0 44.0 7.9 39.1 20.5 32.5 Max Q Clear Time (g_c+I1), s 7.7 28.1 4.9 24.4 9.9 27.6 22.5 14.1 Green Ext Time (p_c), s 0.0 4.7 0.0 4.1 0.0 4.3 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project

APPENDIX P

SIGNAL WARRANT WORKSHEETS

MajorStreet(both
approaches)
MinorStreet
(higherapproach)
MinorStreet
(lowerapproach)
Total
Entering
AM 754 230 67 1,051
PM 1,295 173 144 1,612
OpeningYear2025+Project
PeakHour
Intersection Information
Delay on stop-controlled approach: 26.8 sec/veh
Total entering volumes: 1051 vehicles
Vehicles on stop-controlled approach: 230 vehicles
Number of lanes on stop-controlled approach: 1 Lanes
Total number of approaches: 4 approaches
PART 1
Vehicle Hours of Delay: 1.7 hours
Part Satisfied? No
PART 2
Vehicles on stop controlled approach: 230 vehicles
Part Satisfied? Yes
PART 3
Total entering volumes: 1051 vehicles
Part Satisfied? Yes
Warrant Satisfied? No
Volume entering intersection equals or exceeds 650 vph for intersections with three approaches or 800 vph for intersections with four or more approaches?
Warrant 3 Part A - Peak Hour Delay Warrant
Linda Vista Drive / S. Pacific Street
Opening Year 2025 + Project AM
Do total vehicle hours of delay equal or exceed four hours for a one lane approach or five hours for a two or more lane approach? Volume on minor street equals or exceeds 100 vph for a one lane approach or 150 vph for a two lane approach?
Intersection Information
Delay on stop-controlled approach: 155.0 sec/veh
Total entering volumes: 1612 vehicles
Vehicles on stop-controlled approach: 173 vehicles
Number of lanes on stop-controlled approach: 1 Lanes
Total number of approaches: 4 approaches
PART 1
Vehicle Hours of Delay: 7.4 hours
Part Satisfied? Yes
PART 2
Vehicles on stop controlled approach: 173 vehicles
Part Satisfied? Yes
PART 3
Total entering volumes: 1612 vehicles
Part Satisfied? Yes
Warrant Satisfied? Yes
Volume entering intersection equals or exceeds 650 vph for intersections with three approaches or 800 vph for intersections with four or more approaches?
Warrant 3 Part A - Peak Hour Delay Warrant
Linda Vista Drive / S. Pacific Street
Opening Year 2025 + Project PM
Do total vehicle hours of delay equal or exceed four hours for a one lane approach or five hours for a two or more lane approach? Volume on minor street equals or exceeds 100 vph for a one lane approach or 150 vph for a two lane approach?
AM Peak Hour
754, 230 PM Peak Hour
1295, 173
0 100
200
300
400
500
600
700
800
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MINOR STREET VOLUME

MAJOR STREET VOLUME
Linda Vista Drive / S. Pacific Street
Figure 4C-3, Warrant 3, Peak Hour
Opening Year 2025 + Project Volumes

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