Del Mar City Council
May 19, 2026

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 100 11 101 152 218 31 137 64 221 280 35 Future Volume (veh/h) 22 100 11 101 152 218 31 137 64 221 280 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.87 1.00 0.95 1.00 0.95 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 29 132 14 113 171 245 38 167 78 240 304 38 Peak Hour Factor 0.76 0.76 0.76 0.89 0.89 0.89 0.82 0.82 0.82 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 82 387 42 639 335 492 74 1027 453 129 1474 182 Arrive On Green 0.14 0.14 0.14 0.18 0.18 0.18 0.04 0.44 0.44 0.07 0.47 0.47 Sat Flow, veh/h 579 2737 300 3563 1870 2742 1781 2359 1040 1781 3163 391 Grp Volume(v), veh/h 92 0 83 113 171 245 38 123 122 240 169 173 Grp Sat Flow(s),veh/h/ln 1841 0 1776 1781 1870 1371 1781 1777 1622 1781 1777 1777 Q Serve(g_s), s 5.4 0.0 5.0 3.2 9.9 9.7 2.5 5.1 5.5 8.7 6.7 6.9 Cycle Q Clear(g_c), s 5.4 0.0 5.0 3.2 9.9 9.7 2.5 5.1 5.5 8.7 6.7 6.9 Prop In Lane 0.31 0.17 1.00 1.00 1.00 0.64 1.00 0.22
Lane Grp Cap(c), veh/h 260 0 251 639 335 492 74 773 706 129 828 828 V/C Ratio(X) 0.35 0.00 0.33 0.18 0.51 0.50 0.51 0.16 0.17 1.86 0.20 0.21 Avail Cap(c_a), veh/h 414 0 400 861 452 663 101 773 706 129 828 828 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 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 46.4 41.7 44.5 44.4 56.3 20.6 20.7 55.7 18.9 18.9 Incr Delay (d2), s/veh 1.7 0.0 1.6 0.3 2.6 1.7 5.2 0.4 0.5 414.4 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.3 1.4 4.8 3.4 1.2 2.2 2.2 18.7 2.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.3 0.0 48.0 42.0 47.0 46.0 61.5 21.0 21.2 470.1 19.2 19.2 LnGrp LOS D A DDDDECCFBB
Approach Vol, veh/h 175 529 283 582
Approach Delay, s/veh 48.2 45.5 26.5 205.1
Approach LOS D D C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 57.5 21.9 10.3 61.2 26.5
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 8.7 34.7 27.0 6.8 36.6 29.0 Max Q Clear Time (g_c+I1), s 10.7 7.5 7.4 4.5 8.9 11.9
Green Ext Time (p_c), s 0.0 2.7 1.5 0.0 3.8 4.4
Intersection Summary
HCM 6th Ctrl Delay 101.6
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing AM
2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 01/09/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 100 13 124 107 128 12 121 122 180 210 18 Future Volume (veh/h) 7 100 13 124 107 128 12 121 122 180 210 18 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.92 1.00 0.87 1.00 0.91 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 8 120 16 133 115 138 14 141 142 254 296 25 Peak Hour Factor 0.83 0.83 0.83 0.93 0.93 0.93 0.86 0.86 0.86 0.71 0.71 0.71 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 16 246 33 320 336 262 24 836 325 291 1267 106 Arrive On Green 0.16 0.16 0.16 0.18 0.18 0.18 0.01 0.24 0.24 0.16 0.39 0.39 Sat Flow, veh/h 100 1505 201 1781 1870 1457 1781 3554 1383 1781 3290 275 Grp Volume(v), veh/h 144 0 0 133 115 138 14 141 142 254 158 163 Grp Sat Flow(s),veh/h/ln1806 0 0 1781 1870 1457 1781 1777 1383 1781 1777 1788 Q Serve(g_s), s 6.3 0.0 0.0 5.7 4.6 7.4 0.7 2.7 7.6 12.0 5.2 5.3 Cycle Q Clear(g_c), s 6.3 0.0 0.0 5.7 4.6 7.4 0.7 2.7 7.6 12.0 5.2 5.3 Prop In Lane 0.06 0.11 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 295 0 0 320 336 262 24 836 325 291 684 689 V/C Ratio(X) 0.49 0.00 0.00 0.42 0.34 0.53 0.59 0.17 0.44 0.87 0.23 0.24 Avail Cap(c_a), veh/h 544 0 0 537 563 439 83 836 325 318 684 689 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 0.0 0.0 31.4 30.9 32.1 42.4 26.3 28.1 35.2 17.9 17.9 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.9 0.6 1.6 21.7 0.4 4.2 21.3 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.0 0.0 2.4 2.0 2.6 0.4 1.2 2.8 6.7 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 0.0 32.2 31.5 33.7 64.0 26.7 32.3 56.6 18.7 18.7 LnGrp LOS C A A C C C E C C E B B
Approach Vol, veh/h 144 386 297 575
Approach Delay, s/veh 34.1 32.6 31.2 35.4
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.7 26.2 20.0 5.7 39.1 21.4
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 15.4 20.3 26.0 4.0 31.7 26.0 Max Q Clear Time (g_c+I1), s 14.0 9.6 8.3 2.7 7.3 9.4
Green Ext Time (p_c), s 0.1 1.0 0.7 0.0 1.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 33.6
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Existing AM
3: Via De La Valle & Cedros Ave 01/09/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 19 360 382 114 73 30
Future Vol, veh/h 19 360 382 114 73 30
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 82 82 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 21 396 466 139 90 37
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 615 0 - 0 994 556
Stage 1 - - - - 546 -
Stage 2 - - - - 448 -
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 965 - - - 272 531
Stage 1 - - - - 580 -
Stage 2 - - - - 644 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 956 - - - 261 521
Mov Cap-2 Maneuver - - - - 261 -
Stage 1 - - - - 561 -
Stage 2 - - - - 638 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 22

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 956 - - - 261 521
HCM Lane V/C Ratio 0.022 - - - 0.345 0.071
HCM Control Delay (s) 8.8 - - - 25.9 12.4
HCM Lane LOS A - - - D B
HCM 95th %tile Q(veh) 0.1 - - - 1.5 0.2
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing AM
4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 01/09/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 466 28 336 589 406 27 74 212 598 91 54 Future Volume (veh/h) 36 466 28 336 589 406 27 74 212 598 91 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 44 568 34 350 614 423 33 214 0 777 118 0 Peak Hour Factor 0.82 0.82 0.82 0.96 0.96 0.96 0.83 0.83 0.83 0.77 0.77 0.77 Percent Heavy Veh, % 222222222222
Cap, veh/h 82 1005 60 342 693 477 82 340 712 639
Arrive On Green 0.05 0.30 0.30 0.10 0.35 0.35 0.05 0.18 0.00 0.21 0.34 0.00 Sat Flow, veh/h 1781 3400 203 3456 1971 1357 1781 1870 1585 3456 1870 0 Grp Volume(v), veh/h 44 296 306 350 553 484 33 214 0 777 118 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1827 1728 1777 1552 1781 1870 1585 1728 1870 0 Q Serve(g_s), s 2.6 15.4 15.5 10.8 32.0 32.1 2.0 11.6 0.0 22.5 4.8 0.0 Cycle Q Clear(g_c), s 2.6 15.4 15.5 10.8 32.0 32.1 2.0 11.6 0.0 22.5 4.8 0.0 Prop In Lane 1.00 0.11 1.00 0.87 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 82 525 540 342 625 545 82 340 712 639 V/C Ratio(X) 0.54 0.56 0.57 1.02 0.89 0.89 0.40 0.63 1.09 0.18 Avail Cap(c_a), veh/h 83 525 540 342 625 545 106 531 712 803 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 51.0 32.5 32.5 49.2 33.4 33.4 50.7 41.3 0.0 43.4 25.3 0.0 Incr Delay (d2), s/veh 8.7 4.3 4.3 55.1 13.9 15.6 3.1 6.8 0.0 61.5 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 7.0 7.2 7.1 15.4 13.7 0.9 5.8 0.0 15.5 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.7 36.9 36.8 104.3 47.3 49.0 53.7 48.1 0.0 104.9 25.4 0.0 LnGrp LOS E D D F DDDD FC
Approach Vol, veh/h 646 1387 247 895
Approach Delay, s/veh 38.4 62.3 48.9 94.4
Approach LOS D E D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 38.5 10.5 43.2 10.9 44.6 28.0 25.7 Change Period (Y+Rc), s 6.2 * 6.2 5.5 5.9 5.9 6.2 5.5 * 5.9 Max Green Setting (Gmax), s 10.8 * 32 6.5 46.9 5.1 38.0 22.5 * 31 Max Q Clear Time (g_c+I1), s 12.8 17.5 4.0 6.8 4.6 34.1 24.5 13.6 Green Ext Time (p_c), s 0.0 4.0 0.0 0.8 0.0 1.7 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 65.4
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.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing AM
5: I-5 SB Ramps & Via De La Valle 01/09/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 650 640 0 1020 462 0 0 0 342 0 413 Future Volume (veh/h) 0 650 640 0 1020 462 0 0 0 342 0 413 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 774 762 0 1121 508 560 0 306
Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2026 872 0 1358 590 837 0 360
Arrive On Green 0.00 0.57 0.57 0.00 0.57 0.57 0.23 0.00 0.23 Sat Flow, veh/h 0 3647 1530 0 2476 1034 3563 0 1532
Grp Volume(v), veh/h 0 774 762 0 824 805 560 0 306
Grp Sat Flow(s),veh/h/ln 0 1777 1530 0 1777 1640 1781 0 1532 Q Serve(g_s), s 0.0 7.0 24.9 0.0 21.7 24.2 8.3 0.0 11.2 Cycle Q Clear(g_c), s 0.0 7.0 24.9 0.0 21.7 24.2 8.3 0.0 11.2 Prop In Lane 0.00 1.00 0.00 0.63 1.00 1.00
Lane Grp Cap(c), veh/h 0 2026 872 0 1013 935 837 0 360
V/C Ratio(X) 0.00 0.38 0.87 0.00 0.81 0.86 0.67 0.00 0.85 Avail Cap(c_a), veh/h 0 2026 872 0 1013 935 933 0 401
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.9 10.8 0.0 10.1 10.6 20.3 0.0 21.4 Incr Delay (d2), s/veh 0.0 0.5 11.8 0.0 7.1 10.3 1.1 0.0 13.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.8 8.1 0.0 7.3 8.1 3.3 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.5 22.6 0.0 17.2 20.9 21.4 0.0 34.8 LnGrp LOS A A C A B C C A C
Approach Vol, veh/h 1536 1629 866
Approach Delay, s/veh 15.0 19.0 26.1
Approach LOS B B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 39.6 18.8 39.6
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 33.3 15.3 33.3
Max Q Clear Time (g_c+I1), s 26.9 13.2 26.2
Green Ext Time (p_c), s 2.9 0.6 4.1
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing AM
6: I-5 NB Ramps & Via De La Valle 01/09/2023
Seaside Ridge Synchro 11 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 693 250 0 832 608 566
Future Volume (veh/h) 693 250 0 832 608 566
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 1870 1870 1870
Adj Flow Rate, veh/h 815 294 0 1053 847 430
Peak Hour Factor 0.85 0.85 0.79 0.79 0.91 0.91
Percent Heavy Veh, % 2 20222
Cap, veh/h 1533 552 0 2151 1069 475
Arrive On Green 0.61 0.61 0.00 0.61 0.30 0.30
Sat Flow, veh/h 2626 912 0 3741 3563 1585
Grp Volume(v), veh/h 571 538 0 1053 847 430
Grp Sat Flow(s),veh/h/ln1777 1668 0 1777 1781 1585
Q Serve(g_s), s 21.7 21.8 0.0 19.3 25.3 30.2
Cycle Q Clear(g_c), s 21.7 21.8 0.0 19.3 25.3 30.2
Prop In Lane 0.55 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1075 1010 0 2151 1069 475
V/C Ratio(X) 0.53 0.53 0.00 0.49 0.79 0.90
Avail Cap(c_a), veh/h 1075 1010 0 2151 1471 655
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.86 0.86 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.3 13.3 0.0 12.8 37.3 39.0
Incr Delay (d2), s/veh 1.6 1.7 0.0 0.8 1.4 10.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.2 7.7 0.0 7.2 11.1 13.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 15.1 0.0 13.6 38.7 49.6
LnGrp LOS B B A B D D
Approach Vol, veh/h 1109 1053 1277
Approach Delay, s/veh 15.0 13.6 42.4
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 76.1 76.1 39.9
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 57.1 57.1 47.9
Max Q Clear Time (g_c+I1), s 23.8 21.3 32.2
Green Ext Time (p_c), s 4.7 5.3 2.6
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th TWSC Existing AM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 01/09/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 3 0 261 3 3 334 0
Future Vol, veh/h 0 0 0 0 0 3 0 261 3 3 334 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 25 25 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 38 38 38 92 92 92 80 80 80
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 0 0 8 0 284 3 4 418 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 736 748 438 747 747 321 428 0 0 312 0 0 Stage 1 436 436 - 311 311 -------
Stage 2 300 312 - 436 436 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 335 341 619 329 341 720 1131 - - 1248 - - Stage 1 599 580 - 699 658 -------
Stage 2 709 658 - 599 580 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 324 328 607 317 328 696 1120 - - 1218 - - Mov Cap-2 Maneuver 324 328 - 317 328 -------
Stage 1 593 572 - 682 642 -------
Stage 2 694 642 - 591 572 -------
Approach EB WB NB SB
HCM Control Delay, s 0 10.2 0 0.1

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1120 - - - 696 1218 - -
HCM Lane V/C Ratio ---- 0.011 0.003 - -
HCM Control Delay (s) 0 - - 0 10.2 8 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - - 0 0 - -
May 19, 2026 Item 8
HCM 6th AWSC Existing AM
8: Camino Del Mar & 27th St 01/09/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 0 2 2 0 4 4 195 1 3 275 4
Future Vol, veh/h 12 0 2 2 0 4 4 195 1 3 275 4
Peak Hour Factor 0.70 0.70 0.70 0.75 0.75 0.75 0.89 0.89 0.89 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 17 0 3 3 0 5 4 219 1 3 313 5
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 8.5 8 9.6 10.8

HCM LOS AAAB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 86% 33% 100% 0%
Vol Thru, % 0% 99% 0% 0% 0% 99%
Vol Right, % 0% 1% 14% 67% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 4 196 14 6 3 279
LT Vol 4 0 12 2 3 0
Through Vol 0 195 0 0 0 275
RT Vol 0 1 2 4 0 4
Lane Flow Rate 4 220 20 8 3 317
Geometry Grp 772277
Degree of Util (X) 0.007 0.296 0.03 0.011 0.005 0.412
Departure Headway (Hd) 5.34 4.844 5.315 4.914 5.193 4.682 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 673 747 676 731 681 758
Service Time 3.049 2.544 3.326 2.928 2.985 2.474
HCM Lane V/C Ratio 0.006 0.295 0.03 0.011 0.004 0.418
HCM Control Delay 8.1 9.6 8.5 8 8 10.8
HCM Lane LOS AAAAAB
HCM 95th-tile Q 0 1.2 0.1 0 0 2
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing PM
1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 01/09/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 154 31 120 145 268 61 530 139 167 246 42 Future Volume (veh/h) 62 154 31 120 145 268 61 530 139 167 246 42 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.88 1.00 0.82 1.00 0.92 1.00 0.94 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 68 169 34 135 163 301 69 596 156 180 265 45 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0.89 0.89 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 158 408 84 758 398 553 98 983 256 129 1136 189 Arrive On Green 0.18 0.18 0.18 0.21 0.21 0.21 0.06 0.36 0.36 0.07 0.38 0.38 Sat Flow, veh/h 863 2218 459 3563 1870 2598 1781 2735 713 1781 3014 502 Grp Volume(v), veh/h 144 0 127 135 163 301 69 387 365 180 154 156 Grp Sat Flow(s),veh/h/ln 1827 0 1712 1781 1870 1299 1781 1777 1671 1781 1777 1739 Q Serve(g_s), s 8.4 0.0 7.8 3.7 9.0 12.4 4.6 21.4 21.5 8.7 7.1 7.4 Cycle Q Clear(g_c), s 8.4 0.0 7.8 3.7 9.0 12.4 4.6 21.4 21.5 8.7 7.1 7.4 Prop In Lane 0.47 0.27 1.00 1.00 1.00 0.43 1.00 0.29
Lane Grp Cap(c), veh/h 336 0 315 758 398 553 98 638 600 129 669 655 V/C Ratio(X) 0.43 0.00 0.40 0.18 0.41 0.54 0.70 0.61 0.61 1.39 0.23 0.24 Avail Cap(c_a), veh/h 411 0 385 861 452 628 151 638 600 129 669 655 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 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 43.2 38.6 40.7 42.1 55.7 31.5 31.5 55.7 25.5 25.6 Incr Delay (d2), s/veh 1.9 0.0 1.8 0.2 1.4 1.8 8.2 3.9 4.2 217.4 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 3.9 0.0 3.5 1.6 4.3 4.1 2.3 9.7 9.2 11.7 3.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 0.0 45.0 38.9 42.2 43.8 63.9 35.4 35.7 273.1 25.9 26.0 LnGrp LOS D A DDDDEDDFCC
Approach Vol, veh/h 271 599 821 490
Approach Delay, s/veh 45.1 42.3 37.9 116.7
Approach LOS D D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 48.4 27.0 11.9 50.5 30.5
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 8.7 34.7 27.0 10.2 33.2 29.0 Max Q Clear Time (g_c+I1), s 10.7 23.5 10.4 6.6 9.4 14.4 Green Ext Time (p_c), s 0.0 5.7 2.4 0.0 3.3 4.7
Intersection Summary
HCM 6th Ctrl Delay 57.7
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing PM
2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 01/09/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 114 24 202 123 199 28 264 125 233 210 17 Future Volume (veh/h) 14 114 24 202 123 199 28 264 125 233 210 17 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.90 1.00 0.79 1.00 0.88 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 17 136 29 208 127 205 29 278 132 240 216 18 Peak Hour Factor 0.84 0.84 0.84 0.97 0.97 0.97 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 33 266 57 394 414 314 39 721 254 271 1093 90 Arrive On Green 0.20 0.20 0.20 0.22 0.22 0.22 0.02 0.20 0.20 0.15 0.33 0.33 Sat Flow, veh/h 165 1322 282 1781 1870 1419 1781 3554 1252 1781 3286 270 Grp Volume(v), veh/h 182 0 0 208 127 205 29 278 132 240 115 119 Grp Sat Flow(s),veh/h/ln1769 0 0 1781 1870 1419 1781 1777 1252 1781 1777 1779 Q Serve(g_s), s 9.2 0.0 0.0 10.3 5.7 13.2 1.6 6.8 9.4 13.2 4.6 4.8 Cycle Q Clear(g_c), s 9.2 0.0 0.0 10.3 5.7 13.2 1.6 6.8 9.4 13.2 4.6 4.8 Prop In Lane 0.09 0.16 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 356 0 0 394 414 314 39 721 254 271 591 592 V/C Ratio(X) 0.51 0.00 0.00 0.53 0.31 0.65 0.74 0.39 0.52 0.89 0.20 0.20 Avail Cap(c_a), veh/h 459 0 0 463 486 368 107 721 254 274 591 592 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 0.0 0.0 34.4 32.6 35.5 48.7 34.5 35.6 41.6 23.8 23.9 Incr Delay (d2), s/veh 1.1 0.0 0.0 1.1 0.4 3.2 23.1 1.6 7.4 27.3 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 0.0 0.0 4.4 2.5 4.6 1.0 3.0 3.3 7.7 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 0.0 0.0 35.5 33.0 38.7 71.7 36.1 43.0 68.9 24.6 24.7 LnGrp LOS D A A D C D E D D E C C
Approach Vol, veh/h 182 540 439 474
Approach Delay, s/veh 36.7 36.1 40.5 47.0
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s19.8 26.2 26.1 6.8 39.2 28.1
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 15.4 20.3 26.0 6.0 29.7 26.0 Max Q Clear Time (g_c+I1), s 15.2 11.4 11.2 3.6 6.8 15.2 Green Ext Time (p_c), s 0.0 1.5 0.8 0.0 1.2 1.6
Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
May 19, 2026 Item 8
HCM 6th TWSC Existing PM
3: Via De La Valle & Cedros Ave 01/09/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 436 492 84 83 36
Future Vol, veh/h 31 436 492 84 83 36
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 87 87 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 35 490 566 97 89 39
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 673 0 - 0 1195 635
Stage 1 - - - - 625 -
Stage 2 - - - - 570 -
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 918 - - - 206 478
Stage 1 - - - - 534 -
Stage 2 - - - - 566 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 909 - - - 194 469
Mov Cap-2 Maneuver - - - - 194 -
Stage 1 - - - - 508 -
Stage 2 - - - - 560 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 30.9

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 909 - - - 194 469
HCM Lane V/C Ratio 0.038 - - - 0.46 0.083
HCM Control Delay (s) 9.1 - - - 38.5 13.4
HCM Lane LOS A - - - E B
HCM 95th %tile Q(veh) 0.1 - - - 2.2 0.3
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing PM
4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 01/09/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 538 26 377 575 330 50 133 513 357 65 66 Future Volume (veh/h) 54 538 26 377 575 330 50 133 513 357 65 66 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 59 591 29 393 599 344 56 464 0 392 71 0 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 91 976 48 389 742 426 88 512 389 630
Arrive On Green 0.05 0.28 0.28 0.11 0.35 0.35 0.05 0.27 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 3442 169 3456 2134 1225 1781 1870 1585 3456 1870 0 Grp Volume(v), veh/h 59 305 315 393 499 444 56 464 0 392 71 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1834 1728 1777 1582 1781 1870 1585 1728 1870 0 Q Serve(g_s), s 3.6 16.2 16.3 12.3 27.8 27.8 3.4 26.2 0.0 12.3 2.9 0.0 Cycle Q Clear(g_c), s 3.6 16.2 16.3 12.3 27.8 27.8 3.4 26.2 0.0 12.3 2.9 0.0 Prop In Lane 1.00 0.09 1.00 0.77 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 91 504 520 389 618 551 88 512 389 630 V/C Ratio(X) 0.65 0.60 0.61 1.01 0.81 0.81 0.64 0.91 1.01 0.11 Avail Cap(c_a), veh/h 106 504 520 389 618 551 147 530 389 630 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.9 33.9 33.9 48.5 32.3 32.3 51.0 38.4 0.0 48.5 25.0 0.0 Incr Delay (d2), s/veh 13.2 5.3 5.2 48.4 7.2 8.1 7.1 21.4 0.0 47.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 7.4 7.7 7.7 12.5 11.3 1.6 14.4 0.0 7.8 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 39.2 39.1 96.9 39.5 40.4 58.1 59.8 0.0 96.2 25.1 0.0 LnGrp LOS E D D F D D E E F C
Approach Vol, veh/h 679 1336 520 463
Approach Delay, s/veh 41.3 56.7 59.6 85.3
Approach LOS D E E F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.5 37.2 10.9 42.7 11.5 44.2 17.8 35.8 Change Period (Y+Rc), s 6.2 * 6.2 5.5 5.9 5.9 6.2 5.5 * 5.9 Max Green Setting (Gmax), s 12.3 * 31 9.0 34.2 6.5 36.8 12.3 * 31 Max Q Clear Time (g_c+I1), s 14.3 18.3 5.4 4.9 5.6 29.8 14.3 28.2 Green Ext Time (p_c), s 0.0 3.8 0.0 0.4 0.0 2.3 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 58.1
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.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing PM
5: I-5 SB Ramps & Via De La Valle 01/09/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 819 554 0 1053 406 0 0 0 301 0 327 Future Volume (veh/h) 0 819 554 0 1053 406 0 0 0 301 0 327 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 900 609 0 1108 427 415 0 218
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.98 0.98 0.98 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2135 920 0 1502 564 653 0 279
Arrive On Green 0.00 0.60 0.60 0.00 0.60 0.60 0.18 0.00 0.18 Sat Flow, veh/h 0 3647 1531 0 2594 938 3563 0 1522
Grp Volume(v), veh/h 0 900 609 0 779 756 415 0 218
Grp Sat Flow(s),veh/h/ln 0 1777 1531 0 1777 1662 1781 0 1522 Q Serve(g_s), s 0.0 7.1 13.9 0.0 16.4 17.6 5.7 0.0 7.2
Cycle Q Clear(g_c), s 0.0 7.1 13.9 0.0 16.4 17.6 5.7 0.0 7.2 Prop In Lane 0.00 1.00 0.00 0.56 1.00 1.00
Lane Grp Cap(c), veh/h 0 2135 920 0 1067 999 653 0 279
V/C Ratio(X) 0.00 0.42 0.66 0.00 0.73 0.76 0.64 0.00 0.78 Avail Cap(c_a), veh/h 0 2135 920 0 1067 999 803 0 343
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.6 7.0 0.0 7.5 7.7 19.9 0.0 20.5 Incr Delay (d2), s/veh 0.0 0.6 3.7 0.0 4.4 5.4 0.5 0.0 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.6 3.3 0.0 4.5 4.7 2.2 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 6.2 10.7 0.0 11.9 13.1 20.5 0.0 27.6 LnGrp LOS A ABABB CAC
Approach Vol, veh/h 1509 1535 633
Approach Delay, s/veh 8.1 12.5 22.9
Approach LOS A B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 38.0 14.8 38.0
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 31.7 11.9 31.7
Max Q Clear Time (g_c+I1), s 15.9 9.2 19.6
Green Ext Time (p_c), s 4.8 0.5 5.5
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing PM
6: I-5 NB Ramps & Via De La Valle 01/09/2023
Seaside Ridge Synchro 11 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 741 377 0 872 584 411
Future Volume (veh/h) 741 377 0 872 584 411
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 1870 1870 1870
Adj Flow Rate, veh/h 772 393 0 899 765 386
Peak Hour Factor 0.96 0.96 0.97 0.97 0.86 0.86
Percent Heavy Veh, % 2 20222
Cap, veh/h 1475 748 0 2326 951 423
Arrive On Green 0.65 0.65 0.00 0.65 0.27 0.27
Sat Flow, veh/h 2347 1142 0 3741 3563 1585
Grp Volume(v), veh/h 608 557 0 899 765 386
Grp Sat Flow(s),veh/h/ln1777 1619 0 1777 1781 1585
Q Serve(g_s), s 25.2 25.4 0.0 16.4 28.1 33.0
Cycle Q Clear(g_c), s 25.2 25.4 0.0 16.4 28.1 33.0
Prop In Lane 0.71 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 1163 1059 0 2326 951 423
V/C Ratio(X) 0.52 0.53 0.00 0.39 0.80 0.91
Avail Cap(c_a), veh/h 1163 1059 0 2326 1372 610
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.87 0.87 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.7 12.7 0.0 11.2 47.9 49.7
Incr Delay (d2), s/veh 1.5 1.6 0.0 0.5 1.4 11.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln9.6 8.8 0.0 6.2 12.7 14.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.2 14.4 0.0 11.7 49.3 60.9
LnGrp LOS B B A B D E
Approach Vol, veh/h 1165 899 1151
Approach Delay, s/veh 14.3 11.7 53.2
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 97.5 97.5 42.5
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 75.1 75.1 53.9
Max Q Clear Time (g_c+I1), s 27.4 18.4 35.0
Green Ext Time (p_c), s 5.3 4.4 2.3
Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th TWSC Existing PM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 01/09/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 1 0 15 0 476 10 22 358 0
Future Vol, veh/h 0 0 0 1 0 15 0 476 10 22 358 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 11 11 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 80 80 80 86 86 86 99 99 99
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 1 0 19 0 553 12 22 362 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 995 992 382 986 986 580 372 0 0 576 0 0 Stage 1 416 416 - 570 570 -------
Stage 2 579 576 - 416 416 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 224 246 665 227 248 514 1186 - - 997 - - Stage 1 614 592 - 506 505 -------
Stage 2 501 502 - 614 592 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 208 236 652 219 238 504 1175 - - 987 - - Mov Cap-2 Maneuver 208 236 - 219 238 -------
Stage 1 608 573 - 501 500 -------
Stage 2 478 497 - 595 573 -------
Approach EB WB NB SB
HCM Control Delay, s 0 13.1 0 0.5

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1175 - - - 466 987 - -
HCM Lane V/C Ratio ---- 0.043 0.023 - -
HCM Control Delay (s) 0 - - 0 13.1 8.7 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - - 0.1 0.1 - -
May 19, 2026 Item 8
HCM 6th AWSC Existing PM
8: Camino Del Mar & 27th St 01/09/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 26
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 0 1 5 0 4 5 591 1 5 297 3
Future Vol, veh/h 22 0 1 5 0 4 5 591 1 5 297 3
Peak Hour Factor 0.82 0.82 0.82 0.38 0.38 0.38 0.92 0.92 0.92 0.81 0.81 0.81 Heavy Vehicles, % 222222222222
Mvmt Flow 27 0 1 13 0 11 5 642 1 6 367 4
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 10 9.6 34.5 13.7

HCM LOS A A D B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 56% 100% 0%
Vol Thru, % 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 0% 4% 44% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 592 23 9 5 300
LT Vol 5 0 22 5 5 0
Through Vol 0 591 0 0 0 297
RT Vol 0 1 1 4 0 3
Lane Flow Rate 5 643 28 24 6 370
Geometry Grp 772277
Degree of Util (X) 0.008 0.893 0.052 0.042 0.01 0.535
Departure Headway (Hd) 5.501 4.997 6.628 6.321 5.708 5.197 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 649 721 543 570 625 693
Service Time 3.248 2.744 4.63 4.322 3.462 2.951
HCM Lane V/C Ratio 0.008 0.892 0.052 0.042 0.01 0.534
HCM Control Delay 8.3 34.7 10 9.6 8.5 13.8
HCM Lane LOS A D AAAB
HCM 95th-tile Q 0 11.4 0.2 0.1 0 3.2
May 19, 2026 Item 8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3681 Seaside Ridge
N:\3681 Seaside Ridge\Report\Appendices Cover.3681.doc

APPENDIX D

PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
– OPENING DAY (YEAR 2025) WITHOUT PROJECT
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C AM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 105 12 129 160 240 33 193 82 242 324 37 Future Volume (veh/h) 23 105 12 129 160 240 33 193 82 242 324 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.87 1.00 0.93 1.00 0.95 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 30 138 16 145 180 270 40 235 100 263 352 40 Peak Hour Factor 0.76 0.76 0.76 0.89 0.89 0.89 0.82 0.82 0.82 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 80 383 46 656 344 1203 74 683 278 391 1476 166 Arrive On Green 0.14 0.14 0.14 0.18 0.18 0.18 0.04 0.28 0.28 0.22 0.46 0.46 Sat Flow, veh/h 570 2715 325 3563 1870 2752 1781 2409 980 1781 3201 360 Grp Volume(v), veh/h 97 0 87 145 180 270 40 171 164 263 194 198 Grp Sat Flow(s),veh/h/ln 1842 0 1768 1781 1870 1376 1781 1777 1613 1781 1777 1784 Q Serve(g_s), s 5.7 0.0 5.3 4.2 10.4 7.8 2.6 9.1 9.8 16.2 7.9 8.1 Cycle Q Clear(g_c), s 5.7 0.0 5.3 4.2 10.4 7.8 2.6 9.1 9.8 16.2 7.9 8.1 Prop In Lane 0.31 0.18 1.00 1.00 1.00 0.61 1.00 0.20
Lane Grp Cap(c), veh/h 260 0 250 656 344 1203 74 503 457 391 820 823 V/C Ratio(X) 0.37 0.00 0.35 0.22 0.52 0.22 0.54 0.34 0.36 0.67 0.24 0.24 Avail Cap(c_a), veh/h 414 0 398 861 452 1361 101 503 457 391 820 823 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 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 0.0 46.5 41.6 44.2 23.7 56.4 34.1 34.3 42.9 19.6 19.6 Incr Delay (d2), s/veh 1.9 0.0 1.8 0.4 2.6 0.2 5.5 1.7 2.0 5.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 2.5 1.9 5.0 2.5 1.3 4.2 4.1 7.6 3.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 0.0 48.3 42.0 46.8 23.9 61.9 35.8 36.3 47.9 19.9 19.9 LnGrp LOS D A DDDCEDDDBB
Approach Vol, veh/h 184 595 375 655
Approach Delay, s/veh 48.5 35.2 38.8 31.1
Approach LOS DDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 31.6 39.3 22.0 10.3 60.6 27.1
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 6.8 36.6 29.0 Max Q Clear Time (g_c+I1), s 18.2 11.8 7.7 4.6 10.1 12.4 Green Ext Time (p_c), s 0.0 3.6 1.6 0.0 4.4 4.9
Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C AM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 105 14 153 112 263 13 142 141 258 230 19 Future Volume (veh/h) 7 105 14 153 112 263 13 142 141 258 230 19 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.95 1.00 0.86 1.00 0.92 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 8 127 17 165 120 283 15 165 164 363 324 27 Peak Hour Factor 0.83 0.83 0.83 0.93 0.93 0.93 0.86 0.86 0.86 0.71 0.71 0.71 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 67 469 60 499 562 451 26 744 285 426 1430 118 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.01 0.21 0.21 0.24 0.43 0.43 Sat Flow, veh/h 30 1562 200 1216 1870 1500 1781 3554 1363 1781 3297 272 Grp Volume(v), veh/h 152 0 0 165 120 283 15 165 164 363 173 178 Grp Sat Flow(s),veh/h/ln1792 0 0 1216 1870 1500 1781 1777 1363 1781 1777 1792 Q Serve(g_s), s 0.0 0.0 0.0 1.5 3.1 10.6 0.5 2.5 7.1 12.7 4.0 4.1 Cycle Q Clear(g_c), s 4.2 0.0 0.0 5.7 3.1 10.6 0.5 2.5 7.1 12.7 4.0 4.1 Prop In Lane 0.05 0.11 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 596 0 0 499 562 451 26 744 285 426 771 778 V/C Ratio(X) 0.25 0.00 0.00 0.33 0.21 0.63 0.58 0.22 0.57 0.85 0.22 0.23 Avail Cap(c_a), veh/h 875 0 0 694 862 692 147 1366 524 775 1309 1320 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 0.0 17.9 17.1 19.7 32.0 21.4 23.2 23.7 11.6 11.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 0.2 1.4 18.6 0.1 1.8 4.9 0.1 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/ln1.7 0.0 0.0 1.7 1.2 3.4 0.4 1.0 2.2 5.4 1.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.7 0.0 0.0 18.3 17.3 21.1 50.6 21.5 25.0 28.7 11.7 11.8 LnGrp LOS B AABB CDCCCBB
Approach Vol, veh/h 152 568 344 714
Approach Delay, s/veh 17.7 19.5 24.5 20.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s20.2 19.6 25.5 5.6 34.2 25.5
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 28.4 25.1 30.1 5.4 48.1 30.1 Max Q Clear Time (g_c+I1), s 14.7 9.1 6.2 2.5 6.1 12.6
Green Ext Time (p_c), s 0.9 1.4 0.8 0.0 2.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Existing + C AM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 4.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 24 453 548 139 85 37
Future Vol, veh/h 24 453 548 139 85 37
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 82 82 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 26 498 668 170 105 46
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 848 0 - 0 1323 773
Stage 1 - - - - 763 -
Stage 2 - - - - 560 -
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 790 - - - 172 399
Stage 1 - - - - 460 -
Stage 2 - - - - 572 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 782 - - - 163 391
Mov Cap-2 Maneuver - - - - 163 -
Stage 1 - - - - 440 -
Stage 2 - - - - 566 -
Approach EB WB SB
HCM Control Delay, s 0.5 0 46.6

HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 782 - - - 163 391
HCM Lane V/C Ratio 0.034 - - - 0.644 0.117
HCM Control Delay (s) 9.8 - - - 60.2 15.4
HCM Lane LOS A - - - F C
HCM 95th %tile Q(veh) 0.1 - - - 3.6 0.4
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C AM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 575 30 437 788 476 33 86 279 678 104 61 Future Volume (veh/h) 40 575 30 437 788 476 33 86 279 678 104 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 49 701 37 455 821 496 40 104 0 881 135 0 Peak Hour Factor 0.82 0.82 0.82 0.96 0.96 0.96 0.83 0.83 0.83 0.77 0.77 0.77 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 1224 65 429 940 558 183 192 842 456
Arrive On Green 0.04 0.36 0.36 0.21 0.74 0.74 0.10 0.10 0.00 0.24 0.24 0.00 Sat Flow, veh/h 1781 3428 181 3456 2108 1253 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 49 363 375 455 690 627 40 104 0 881 135 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1832 1728 1777 1584 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 3.8 23.1 23.2 17.4 39.5 41.8 2.9 7.4 0.0 34.1 8.2 0.0 Cycle Q Clear(g_c), s 3.8 23.1 23.2 17.4 39.5 41.8 2.9 7.4 0.0 34.1 8.2 0.0 Prop In Lane 1.00 0.10 1.00 0.79 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 635 654 429 792 706 183 192 842 456 V/C Ratio(X) 0.73 0.57 0.57 1.06 0.87 0.89 0.22 0.54 1.05 0.30 Avail Cap(c_a), veh/h 67 635 654 429 792 706 394 414 842 456 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.38 0.38 0.38 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.6 36.4 36.4 55.5 15.0 15.3 57.6 59.7 0.0 53.0 43.2 0.0 Incr Delay (d2), s/veh 34.5 3.7 3.6 44.0 4.2 5.5 2.1 8.3 0.0 43.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 10.4 10.8 9.4 8.8 8.5 1.4 3.9 0.0 19.8 3.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.1 40.1 40.0 99.5 19.1 20.8 59.8 68.0 0.0 96.9 43.6 0.0 LnGrp LOS F D D F B C E E F D
Approach Vol, veh/h 787 1772 144 1016
Approach Delay, s/veh 43.8 40.3 65.7 89.8
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.6 56.2 40.0 11.2 68.6 20.2
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 17.4 * 34 34.1 5.3 45.8 31.0 Max Q Clear Time (g_c+I1), s 19.4 25.2 36.1 5.8 43.8 9.4 Green Ext Time (p_c), s 0.0 3.5 0.0 0.0 1.2 1.4
Intersection Summary
HCM 6th Ctrl Delay 55.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C AM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 761 785 0 1308 485 0 0 0 397 0 501 Future Volume (veh/h) 0 761 785 0 1308 485 0 0 0 397 0 501 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 906 0 0 1437 533 662 0 368
Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2346 0 1696 584 921 0 397
Arrive On Green 0.00 0.66 0.00 0.00 1.00 1.00 0.26 0.00 0.26 Sat Flow, veh/h 0 3647 1585 0 2662 884 3563 0 1535
Grp Volume(v), veh/h 0 906 0 0 960 1010 662 0 368
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1676 1781 0 1535 Q Serve(g_s), s 0.0 16.3 0.0 0.0 0.0 0.0 23.7 0.0 32.7
Cycle Q Clear(g_c), s 0.0 16.3 0.0 0.0 0.0 0.0 23.7 0.0 32.7 Prop In Lane 0.00 1.00 0.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 0 2346 0 1173 1106 921 0 397
V/C Ratio(X) 0.00 0.39 0.00 0.82 0.91 0.72 0.00 0.93
Avail Cap(c_a), veh/h 0 2346 0 1173 1106 1041 0 448
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.40 0.00 0.00 0.64 0.64 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.9 0.0 0.0 0.0 0.0 47.3 0.0 50.6 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 4.2 8.9 1.6 0.0 22.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 5.9 0.0 0.0 1.4 2.7 10.8 0.0 15.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.0 0.0 0.0 4.2 8.9 48.9 0.0 73.6 LnGrp LOS A B A A A D A E
Approach Vol, veh/h 906 1970 1030
Approach Delay, s/veh 11.0 6.6 57.7
Approach LOS B A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 98.7 41.3 98.7
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 87.7 40.9 87.7
Max Q Clear Time (g_c+I1), s 18.3 34.7 2.0
Green Ext Time (p_c), s 4.2 1.4 15.0
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C AM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 735 274 0 953 371 819 0 623 0 0 0 Future Volume (veh/h) 0 735 274 0 953 371 819 0 623 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 865 0 0 1206 0 1113 0 457
Peak Hour Factor 0.85 0.85 0.85 0.79 0.79 0.79 0.91 0.91 0.91 Percent Heavy Veh, % 0 22022222
Cap, veh/h 0 2067 0 2067 1210 0 524
Arrive On Green 0.00 1.00 0.00 0.00 0.58 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 3647 1585 0 3647 1585 3563 0 1542
Grp Volume(v), veh/h 0 865 0 0 1206 0 1113 0 457
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1585 1781 0 1542 Q Serve(g_s), s 0.0 0.0 0.0 0.0 30.1 0.0 42.0 0.0 38.9
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 30.1 0.0 42.0 0.0 38.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2067 0 2067 1210 0 524
V/C Ratio(X) 0.00 0.42 0.00 0.58 0.92 0.00 0.87
Avail Cap(c_a), veh/h 0 2067 0 2067 1626 0 704
HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.84 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 18.5 0.0 44.4 0.0 43.4 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 1.2 0.0 6.1 0.0 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 %ile BackOfQ(50%),veh/ln0.0 0.2 0.0 0.0 12.2 0.0 19.5 0.0 15.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.5 0.0 0.0 19.7 0.0 50.5 0.0 50.8 LnGrp LOS A A A B D A D
Approach Vol, veh/h 865 1206 1570
Approach Delay, s/veh 0.5 19.7 50.6
Approach LOS A B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 87.3 87.3 52.7
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 65.1 65.1 63.9
Max Q Clear Time (g_c+I1), s 2.0 32.1 44.0
Green Ext Time (p_c), s 3.9 6.4 3.5
Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th TWSC Existing + C AM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 3 0 274 3 3 351 0
Future Vol, veh/h 0 0 0 0 0 3 0 274 3 3 351 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 25 25 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 100
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 38 38 38 92 92 92 80 80 80
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 0 0 8 0 298 3 4 439 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 771 783 459 782 782 335 449 0 0 326 0 0 Stage 1 457 457 - 325 325 -------
Stage 2 314 326 - 457 457 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 317 325 602 312 326 707 1111 - - 1234 - - Stage 1 583 568 - 687 649 -------
Stage 2 697 648 - 583 568 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 307 313 591 301 314 684 1100 - - 1205 - - Mov Cap-2 Maneuver 307 313 - 301 314 -------
Stage 1 577 561 - 671 633 -------
Stage 2 682 632 - 576 561 -------
Approach EB WB NB SB
HCM Control Delay, s 0 10.3 0 0.1

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1100 - - - 684 1205 - -
HCM Lane V/C Ratio ---- 0.012 0.003 - -
HCM Control Delay (s) 0 - - 0 10.3 8 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - - 0 0 - -
May 19, 2026 Item 8
HCM 6th AWSC Existing + C AM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 10.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 0 2 2 0 4 4 205 1 3 289 4
Future Vol, veh/h 13 0 2 2 0 4 4 205 1 3 289 4
Peak Hour Factor 0.70 0.70 0.70 0.75 0.75 0.75 0.89 0.89 0.89 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 19 0 3 3 0 5 4 230 1 3 328 5
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 8.6 8.1 9.7 11.1

HCM LOS AAAB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 87% 33% 100% 0%
Vol Thru, % 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 0% 13% 67% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 4 206 15 6 3 293
LT Vol 4 0 13 2 3 0
Through Vol 0 205 0 0 0 289
RT Vol 0 1 2 4 0 4
Lane Flow Rate 4 231 21 8 3 333
Geometry Grp 772277
Degree of Util (X) 0.007 0.312 0.032 0.011 0.005 0.434
Departure Headway (Hd) 5.359 4.854 5.386 4.981 5.201 4.69 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 671 743 667 721 679 756
Service Time 3.066 2.561 3.398 2.996 2.999 2.488
HCM Lane V/C Ratio 0.006 0.311 0.031 0.011 0.004 0.44
HCM Control Delay 8.1 9.7 8.6 8.1 8 11.1
HCM Lane LOS AAAAAB
HCM 95th-tile Q 0 1.3 0.1 0 0 2.2
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C PM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 162 33 156 152 294 64 621 172 193 312 44 Future Volume (veh/h) 65 162 33 156 152 294 64 621 172 193 312 44 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.88 1.00 0.82 1.00 0.91 1.00 0.94 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 71 178 36 175 171 330 72 698 193 208 335 47 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0.89 0.89 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 159 412 86 754 396 1018 101 760 210 263 1163 161 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.06 0.28 0.28 0.15 0.37 0.37 Sat Flow, veh/h 856 2222 462 3563 1870 2595 1781 2681 741 1781 3105 430 Grp Volume(v), veh/h 152 0 133 175 171 330 72 462 429 208 190 192 Grp Sat Flow(s),veh/h/ln 1828 0 1712 1781 1870 1298 1781 1777 1645 1781 1777 1758 Q Serve(g_s), s 8.8 0.0 8.3 4.9 9.5 11.2 4.8 30.3 30.3 13.5 9.0 9.2 Cycle Q Clear(g_c), s 8.8 0.0 8.3 4.9 9.5 11.2 4.8 30.3 30.3 13.5 9.0 9.2 Prop In Lane 0.47 0.27 1.00 1.00 1.00 0.45 1.00 0.24
Lane Grp Cap(c), veh/h 339 0 317 754 396 1018 101 503 466 263 666 658 V/C Ratio(X) 0.45 0.00 0.42 0.23 0.43 0.32 0.71 0.92 0.92 0.79 0.29 0.29 Avail Cap(c_a), veh/h 411 0 385 861 452 1096 151 503 466 263 666 658 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 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 43.2 39.2 41.0 28.2 55.6 41.7 41.7 49.3 26.3 26.4 Incr Delay (d2), s/veh 2.0 0.0 1.9 0.3 1.6 0.4 7.8 21.8 23.1 15.6 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/ln 4.2 0.0 3.6 2.2 4.5 3.5 2.3 16.0 15.0 7.1 3.9 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 0.0 45.1 39.5 42.6 28.6 63.4 63.4 64.8 64.9 26.8 26.9 LnGrp LOS D A DDDC EEEECC
Approach Vol, veh/h 285 676 963 590
Approach Delay, s/veh 45.2 35.0 64.0 40.3
Approach LOS D C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 39.3 27.2 12.1 50.2 30.4
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 10.2 33.2 29.0 Max Q Clear Time (g_c+I1), s 15.5 32.3 10.8 6.8 11.2 13.2 Green Ext Time (p_c), s 0.0 1.2 2.5 0.0 4.0 5.5
Intersection Summary
HCM 6th Ctrl Delay 48.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C PM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 120 25 241 129 366 29 293 154 368 240 18 Future Volume (veh/h) 15 120 25 241 129 366 29 293 154 368 240 18 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.97 0.92 0.96 0.92 1.00 0.81 1.00 0.91 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 18 143 30 248 133 377 31 308 162 379 247 19 Peak Hour Factor 0.84 0.84 0.84 0.97 0.97 0.97 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 73 446 87 462 606 475 45 799 288 428 1460 111 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.03 0.22 0.22 0.24 0.44 0.44 Sat Flow, veh/h 70 1376 269 1164 1870 1465 1781 3554 1280 1781 3318 252 Grp Volume(v), veh/h 191 0 0 248 133 377 31 308 162 379 131 135 Grp Sat Flow(s),veh/h/ln1715 0 0 1164 1870 1465 1781 1777 1280 1781 1777 1794 Q Serve(g_s), s 0.0 0.0 0.0 8.6 4.0 18.2 1.3 5.7 8.7 16.0 3.5 3.6 Cycle Q Clear(g_c), s 6.3 0.0 0.0 14.9 4.0 18.2 1.3 5.7 8.7 16.0 3.5 3.6 Prop In Lane 0.09 0.16 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 607 0 0 462 606 475 45 799 288 428 782 789 V/C Ratio(X) 0.31 0.00 0.00 0.54 0.22 0.79 0.69 0.39 0.56 0.89 0.17 0.17 Avail Cap(c_a), veh/h 812 0 0 610 843 661 146 1054 380 581 961 970 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 0.0 0.0 22.9 19.1 23.9 37.6 25.6 26.8 28.5 13.2 13.2 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.0 0.2 4.5 17.5 0.3 1.7 12.0 0.1 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/ln2.6 0.0 0.0 3.7 1.6 6.2 0.8 2.3 2.7 7.7 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 0.0 0.0 23.9 19.3 28.5 55.1 25.9 28.5 40.6 13.3 13.3 LnGrp LOS C A A C B C E C C D B B
Approach Vol, veh/h 191 758 501 645
Approach Delay, s/veh 20.2 25.4 28.5 29.3
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s23.3 23.4 31.1 6.6 40.2 31.1
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 25.4 23.1 35.1 6.4 42.1 35.1 Max Q Clear Time (g_c+I1), s 18.0 10.7 8.3 3.3 5.6 20.2 Green Ext Time (p_c), s 0.7 2.1 1.2 0.0 1.5 2.8
Intersection Summary
HCM 6th Ctrl Delay 26.9
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Existing + C PM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 11.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 42 598 696 111 105 46
Future Vol, veh/h 42 598 696 111 105 46
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 87 87 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 45 638 760 121 113 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 891 0 - 0 1569 841
Stage 1 - - - - 831 -
Stage 2 - - - - 738 -
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 761 - - - 122 365
Stage 1 - - - - 428 -
Stage 2 - - - - 473 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 754 - - - ~ 112 358
Mov Cap-2 Maneuver - - - - ~ 112 -
Stage 1 - - - - 398 -
Stage 2 - - - - 468 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 116.1

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 754 - - - 112 358
HCM Lane V/C Ratio 0.059 - - - 1.008 0.138
HCM Control Delay (s) 10.1 - - - 159.7 16.7
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.2 - - - 6.6 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C PM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 724 32 512 815 419 55 150 616 423 74 74 Future Volume (veh/h) 62 724 32 512 815 419 55 150 616 423 74 74 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 68 796 35 533 849 436 61 167 0 465 81 0 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 1349 59 464 1068 542 240 252 585 317
Arrive On Green 0.05 0.39 0.39 0.18 0.63 0.63 0.13 0.13 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1781 3463 152 3456 2247 1141 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 68 408 423 533 669 616 61 167 0 465 81 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1728 1777 1612 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 5.3 25.5 25.5 18.8 38.9 40.0 4.3 11.9 0.0 18.1 5.3 0.0 Cycle Q Clear(g_c), s 5.3 25.5 25.5 18.8 38.9 40.0 4.3 11.9 0.0 18.1 5.3 0.0 Prop In Lane 1.00 0.08 1.00 0.71 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 692 716 464 844 766 240 252 585 317 V/C Ratio(X) 0.75 0.59 0.59 1.15 0.79 0.80 0.25 0.66 0.79 0.26 Avail Cap(c_a), veh/h 90 692 716 464 844 766 422 444 765 414 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.51 0.51 0.51 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.6 33.9 33.9 57.5 20.7 20.9 54.3 57.5 0.0 55.8 50.5 0.0 Incr Delay (d2), s/veh 31.2 3.7 3.6 79.7 2.5 3.0 2.0 10.3 0.0 4.7 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 11.4 11.8 12.8 13.4 12.6 2.0 6.2 0.0 8.2 2.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.8 37.6 37.4 137.2 23.2 23.9 56.3 67.9 0.0 60.5 51.0 0.0 LnGrp LOS F D D F C C E E E D
Approach Vol, veh/h 899 1818 228 546
Approach Delay, s/veh 42.0 56.9 64.8 59.1
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 60.7 29.6 13.0 72.7 24.7
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 18.8 * 33 31.0 7.1 44.9 33.2 Max Q Clear Time (g_c+I1), s 20.8 27.5 20.1 7.3 42.0 13.9 Green Ext Time (p_c), s 0.0 2.9 2.0 0.0 1.6 2.3
Intersection Summary
HCM 6th Ctrl Delay 53.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C PM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 989 738 0 1420 426 0 0 0 346 0 428 Future Volume (veh/h) 0 989 738 0 1420 426 0 0 0 346 0 428 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.96
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1087 0 0 1495 448 502 0 277
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.98 0.98 0.98 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2552 0 1949 550 714 0 306
Arrive On Green 0.00 0.72 0.00 0.00 1.00 1.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3647 1585 0 2807 766 3563 0 1526
Grp Volume(v), veh/h 0 1087 0 0 947 996 502 0 277
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1703 1781 0 1526 Q Serve(g_s), s 0.0 17.4 0.0 0.0 0.0 0.0 18.4 0.0 24.8
Cycle Q Clear(g_c), s 0.0 17.4 0.0 0.0 0.0 0.0 18.4 0.0 24.8 Prop In Lane 0.00 1.00 0.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 0 2552 0 1276 1223 714 0 306
V/C Ratio(X) 0.00 0.43 0.00 0.74 0.81 0.70 0.00 0.91
Avail Cap(c_a), veh/h 0 2552 0 1276 1223 914 0 391
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.41 0.00 0.00 0.73 0.73 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.0 0.0 0.0 0.0 0.0 52.1 0.0 54.7 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 2.9 4.5 1.0 0.0 18.2 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/ln0.0 5.9 0.0 0.0 1.0 1.5 8.3 0.0 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.2 0.0 0.0 2.9 4.5 53.1 0.0 72.9 LnGrp LOS A A A A A D A E
Approach Vol, veh/h 1087 1943 779
Approach Delay, s/veh 8.2 3.7 60.1
Approach LOS A A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 106.8 33.2 106.8
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 92.7 35.9 92.7
Max Q Clear Time (g_c+I1), s 19.4 26.8 2.0
Green Ext Time (p_c), s 5.3 1.2 14.2
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C PM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 787 403 0 1006 417 858 0 464 0 0 0 Future Volume (veh/h) 0 787 403 0 1006 417 858 0 464 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 820 0 0 1037 0 1166 0 360
Peak Hour Factor 0.96 0.96 0.96 0.97 0.97 0.97 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022222
Cap, veh/h 0 2018 0 2018 1259 0 545
Arrive On Green 0.00 1.00 0.00 0.00 0.57 0.00 0.35 0.00 0.35 Sat Flow, veh/h 0 3647 1585 0 3647 1585 3563 0 1543
Grp Volume(v), veh/h 0 820 0 0 1037 0 1166 0 360
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1585 1781 0 1543 Q Serve(g_s), s 0.0 0.0 0.0 0.0 24.9 0.0 44.0 0.0 27.5
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 24.9 0.0 44.0 0.0 27.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2018 0 2018 1259 0 545
V/C Ratio(X) 0.00 0.41 0.00 0.51 0.93 0.00 0.66
Avail Cap(c_a), veh/h 0 2018 0 2018 1677 0 726
HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.85 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 18.4 0.0 43.5 0.0 38.2 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.9 0.0 6.6 0.0 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 %ile BackOfQ(50%),veh/ln0.0 0.1 0.0 0.0 10.1 0.0 20.5 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.5 0.0 0.0 19.4 0.0 50.1 0.0 38.7 LnGrp LOS A A A B D A D
Approach Vol, veh/h 820 1037 1526
Approach Delay, s/veh 0.5 19.4 47.4
Approach LOS A B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 85.4 85.4 54.6
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 63.1 63.1 65.9
Max Q Clear Time (g_c+I1), s 2.0 26.9 46.0
Green Ext Time (p_c), s 3.7 5.2 3.4
Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th TWSC Existing + C PM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 1 0 16 0 500 11 23 376 0
Future Vol, veh/h 0 0 0 1 0 16 0 500 11 23 376 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 11 11 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 100
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 80 80 80 86 86 86 99 99 99
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 1 0 20 0 581 13 23 380 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1044 1041 400 1035 1035 609 390 0 0 605 0 0 Stage 1 436 436 - 599 599 -------
Stage 2 608 605 - 436 436 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 207 230 650 210 232 495 1169 - - 973 - - Stage 1 599 580 - 488 490 -------
Stage 2 483 487 - 599 580 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 191 220 638 202 222 485 1158 - - 963 - - Mov Cap-2 Maneuver 191 220 - 202 222 -------
Stage 1 593 560 - 483 485 -------
Stage 2 459 482 - 579 560 -------
Approach EB WB NB SB
HCM Control Delay, s 0 13.4 0 0.5

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1158 - - - 448 963 - -
HCM Lane V/C Ratio ---- 0.047 0.024 - -
HCM Control Delay (s) 0 - - 0 13.4 8.8 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - - 0.1 0.1 - -
May 19, 2026 Item 8
HCM 6th AWSC Existing + C PM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 31.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 0 1 5 0 4 5 621 1 5 312 3
Future Vol, veh/h 23 0 1 5 0 4 5 621 1 5 312 3
Peak Hour Factor 0.82 0.82 0.82 0.38 0.38 0.38 0.92 0.92 0.92 0.81 0.81 0.81 Heavy Vehicles, % 222222222222
Mvmt Flow 28 0 1 13 0 11 5 675 1 6 385 4
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 10.1 9.7 42.6 14.5

HCM LOS BAEB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 56% 100% 0%
Vol Thru, % 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 0% 4% 44% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 622 24 9 5 315
LT Vol 5 0 23 5 5 0
Through Vol 0 621 0 0 0 312
RT Vol 0 1 1 4 0 3
Lane Flow Rate 5 676 29 24 6 389
Geometry Grp 772277
Degree of Util (X) 0.008 0.942 0.055 0.042 0.01 0.565
Departure Headway (Hd) 5.522 5.018 6.752 6.447 5.741 5.23 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 646 723 534 558 621 688
Service Time 3.274 2.77 4.752 4.45 3.499 2.989
HCM Lane V/C Ratio 0.008 0.935 0.054 0.043 0.01 0.565
HCM Control Delay 8.3 42.9 10.1 9.7 8.6 14.6
HCM Lane LOS AEBAAB
HCM 95th-tile Q 0 13.5 0.2 0.1 0 3.6
May 19, 2026 Item 8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3681 Seaside Ridge
N:\3681 Seaside Ridge\Report\Appendices Cover.3681.doc

APPENDIX E

PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
– OPENING DAY (YEAR 2025) WITH PROJECT
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 105 12 130 160 240 33 203 87 242 327 37 Future Volume (veh/h) 23 105 12 130 160 240 33 203 87 242 327 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.87 1.00 0.94 1.00 0.95 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 30 138 16 146 180 270 40 248 106 263 355 40 Peak Hour Factor 0.76 0.76 0.76 0.89 0.89 0.89 0.82 0.82 0.82 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 80 383 46 656 345 1184 74 695 285 381 1478 165 Arrive On Green 0.14 0.14 0.14 0.18 0.18 0.18 0.04 0.29 0.29 0.21 0.46 0.46 Sat Flow, veh/h 570 2715 325 3563 1870 2752 1781 2404 985 1781 3204 358 Grp Volume(v), veh/h 97 0 87 146 180 270 40 181 173 263 195 200 Grp Sat Flow(s),veh/h/ln 1842 0 1768 1781 1870 1376 1781 1777 1613 1781 1777 1785 Q Serve(g_s), s 5.7 0.0 5.3 4.2 10.4 7.9 2.6 9.6 10.3 16.3 8.0 8.1 Cycle Q Clear(g_c), s 5.7 0.0 5.3 4.2 10.4 7.9 2.6 9.6 10.3 16.3 8.0 8.1 Prop In Lane 0.31 0.18 1.00 1.00 1.00 0.61 1.00 0.20
Lane Grp Cap(c), veh/h 260 0 250 656 345 1184 74 514 466 381 819 823 V/C Ratio(X) 0.37 0.00 0.35 0.22 0.52 0.23 0.54 0.35 0.37 0.69 0.24 0.24 Avail Cap(c_a), veh/h 414 0 398 861 452 1342 101 514 466 381 819 823 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 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 0.0 46.5 41.6 44.2 24.1 56.4 33.7 34.0 43.5 19.6 19.6 Incr Delay (d2), s/veh 1.9 0.0 1.8 0.4 2.6 0.2 5.5 1.7 2.1 5.8 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 2.5 1.9 5.0 2.6 1.3 4.4 4.3 7.7 3.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.6 0.0 48.3 42.0 46.8 24.3 61.9 35.5 36.1 49.3 19.9 19.9 LnGrp LOS D A DDDCEDDDBB
Approach Vol, veh/h 184 596 394 658
Approach Delay, s/veh 48.5 35.4 38.4 31.7
Approach LOS DDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.9 40.0 22.0 10.3 60.6 27.1
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 8.7 34.7 27.0 6.8 36.6 29.0 Max Q Clear Time (g_c+I1), s 18.3 12.3 7.7 4.6 10.1 12.4 Green Ext Time (p_c), s 0.0 3.8 1.6 0.0 4.5 4.9
Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 105 14 171 112 263 13 157 215 258 234 19 Future Volume (veh/h) 7 105 14 171 112 263 13 157 215 258 234 19 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.94 1.00 0.88 1.00 0.92 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 8 127 17 184 120 283 15 183 250 363 330 27 Peak Hour Factor 0.83 0.83 0.83 0.93 0.93 0.93 0.86 0.86 0.86 0.71 0.71 0.71 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 63 453 58 470 543 435 26 858 335 421 1530 124 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.01 0.24 0.24 0.24 0.46 0.46 Sat Flow, veh/h 30 1561 200 1215 1870 1498 1781 3554 1387 1781 3304 268 Grp Volume(v), veh/h 152 0 0 184 120 283 15 183 250 363 176 181 Grp Sat Flow(s),veh/h/ln1791 0 0 1215 1870 1498 1781 1777 1387 1781 1777 1795 Q Serve(g_s), s 0.0 0.0 0.0 3.3 3.4 11.7 0.6 2.9 11.8 13.8 4.2 4.2 Cycle Q Clear(g_c), s 4.6 0.0 0.0 7.9 3.4 11.7 0.6 2.9 11.8 13.8 4.2 4.2 Prop In Lane 0.05 0.11 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 574 0 0 470 543 435 26 858 335 421 823 831 V/C Ratio(X) 0.27 0.00 0.00 0.39 0.22 0.65 0.58 0.21 0.75 0.86 0.21 0.22 Avail Cap(c_a), veh/h 810 0 0 635 797 639 136 1263 493 717 1211 1223 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.4 0.0 0.0 20.5 19.0 21.9 34.6 21.4 24.8 25.9 11.3 11.3 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.5 0.2 1.7 19.2 0.1 3.5 5.6 0.1 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/ln1.9 0.0 0.0 2.3 1.4 3.8 0.4 1.2 3.9 6.0 1.4 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 0.0 0.0 21.0 19.2 23.6 53.8 21.5 28.3 31.5 11.4 11.4 LnGrp LOS B A A C B CDCCCBB
Approach Vol, veh/h 152 587 448 720
Approach Delay, s/veh 19.6 21.9 26.4 21.5
Approach LOS B C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s21.3 22.9 26.4 5.6 38.6 26.4
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 28.4 25.1 30.1 5.4 48.1 30.1 Max Q Clear Time (g_c+I1), s 15.8 13.8 6.6 2.6 6.2 13.7 Green Ext Time (p_c), s 0.9 1.6 0.8 0.0 2.1 2.1
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Existing + C + P AM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 525 566 139 85 38
Future Vol, veh/h 26 525 566 139 85 38
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 82 82 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 29 577 690 170 105 47
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 870 0 - 0 1430 795
Stage 1 - - - - 785 -
Stage 2 - - - - 645 -
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 775 - - - 148 388
Stage 1 - - - - 449 -
Stage 2 - - - - 522 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 768 - - - 140 381
Mov Cap-2 Maneuver - - - - 140 -
Stage 1 - - - - 427 -
Stage 2 - - - - 517 -
Approach EB WB SB
HCM Control Delay, s 0.5 0 62.4

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 768 - - - 140 381
HCM Lane V/C Ratio 0.037 - - - 0.75 0.123
HCM Control Delay (s) 9.9 - - - 83.2 15.8
HCM Lane LOS A - - - F C
HCM 95th %tile Q(veh) 0.1 - - - 4.5 0.4
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 643 31 437 805 476 33 86 279 678 104 62 Future Volume (veh/h) 43 643 31 437 805 476 33 86 279 678 104 62 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 52 784 38 455 839 496 40 104 0 881 135 0 Peak Hour Factor 0.82 0.82 0.82 0.96 0.96 0.96 0.83 0.83 0.83 0.77 0.77 0.77 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 1230 60 429 949 551 183 192 842 456
Arrive On Green 0.04 0.36 0.36 0.21 0.74 0.74 0.10 0.10 0.00 0.24 0.24 0.00 Sat Flow, veh/h 1781 3445 167 3456 2129 1236 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 52 404 418 455 698 637 40 104 0 881 135 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1835 1728 1777 1588 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 4.1 26.5 26.5 17.4 40.9 43.5 2.9 7.4 0.0 34.1 8.2 0.0 Cycle Q Clear(g_c), s 4.1 26.5 26.5 17.4 40.9 43.5 2.9 7.4 0.0 34.1 8.2 0.0 Prop In Lane 1.00 0.09 1.00 0.78 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 635 655 429 792 708 183 192 842 456 V/C Ratio(X) 0.77 0.64 0.64 1.06 0.88 0.90 0.22 0.54 1.05 0.30 Avail Cap(c_a), veh/h 67 635 655 429 792 708 394 414 842 456 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.7 37.5 37.5 55.5 15.1 15.5 57.6 59.7 0.0 53.0 43.2 0.0 Incr Delay (d2), s/veh 43.3 4.8 4.7 43.7 4.5 6.1 2.1 8.3 0.0 43.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 12.1 12.5 9.3 9.1 8.9 1.4 3.9 0.0 19.8 3.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.0 42.3 42.2 99.1 19.6 21.6 59.8 68.0 0.0 96.9 43.6 0.0 LnGrp LOS F D D F B C E E F D
Approach Vol, veh/h 874 1790 144 1016
Approach Delay, s/veh 46.3 40.5 65.7 89.8
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.6 56.2 40.0 11.2 68.6 20.2
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 17.4 * 34 34.1 5.3 45.8 31.0 Max Q Clear Time (g_c+I1), s 19.4 28.5 36.1 6.1 45.5 9.4 Green Ext Time (p_c), s 0.0 2.7 0.0 0.0 0.2 1.4
Intersection Summary
HCM 6th Ctrl Delay 55.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 790 825 0 1320 485 0 0 0 397 0 507 Future Volume (veh/h) 0 790 825 0 1320 485 0 0 0 397 0 507 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 940 0 0 1451 533 665 0 372
Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2338 0 1694 578 929 0 400
Arrive On Green 0.00 0.66 0.00 0.00 1.00 1.00 0.26 0.00 0.26 Sat Flow, veh/h 0 3647 1585 0 2669 878 3563 0 1535
Grp Volume(v), veh/h 0 940 0 0 967 1017 665 0 372
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1677 1781 0 1535 Q Serve(g_s), s 0.0 17.2 0.0 0.0 0.0 0.0 23.8 0.0 33.1
Cycle Q Clear(g_c), s 0.0 17.2 0.0 0.0 0.0 0.0 23.8 0.0 33.1 Prop In Lane 0.00 1.00 0.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 0 2338 0 1169 1103 929 0 400
V/C Ratio(X) 0.00 0.40 0.00 0.83 0.92 0.72 0.00 0.93
Avail Cap(c_a), veh/h 0 2338 0 1169 1103 1041 0 448
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.33 0.00 0.00 0.64 0.64 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.1 0.0 0.0 0.0 0.0 47.0 0.0 50.5 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 4.5 9.7 1.6 0.0 23.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 6.3 0.0 0.0 1.4 3.0 10.8 0.0 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.3 0.0 0.0 4.5 9.7 48.7 0.0 73.9 LnGrp LOS A B A A A D A E
Approach Vol, veh/h 940 1984 1037
Approach Delay, s/veh 11.3 7.1 57.7
Approach LOS B A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 98.4 41.6 98.4
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 87.7 40.9 87.7
Max Q Clear Time (g_c+I1), s 19.2 35.1 2.0
Green Ext Time (p_c), s 4.4 1.4 15.3
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 742 274 0 955 371 829 0 623 0 0 0 Future Volume (veh/h) 22 742 274 0 955 371 829 0 623 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 873 0 0 1209 0 1124 0 457
Peak Hour Factor 0.85 0.85 0.85 0.79 0.79 0.79 0.91 0.91 0.91 Percent Heavy Veh, % 2 22022222
Cap, veh/h 60 1885 0 2057 1220 0 528
Arrive On Green 1.00 1.00 0.00 0.00 0.58 0.00 0.34 0.00 0.34 Sat Flow, veh/h 56 3256 1585 0 3647 1585 3563 0 1542
Grp Volume(v), veh/h 461 438 0 0 1209 0 1124 0 457
Grp Sat Flow(s),veh/h/ln1695 1617 1585 0 1777 1585 1781 0 1542 Q Serve(g_s), s 0.1 0.0 0.0 0.0 30.4 0.0 42.4 0.0 38.8
Cycle Q Clear(g_c), s 30.5 0.0 0.0 0.0 30.4 0.0 42.4 0.0 38.8 Prop In Lane 0.06 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1008 936 0 2057 1220 0 528
V/C Ratio(X) 0.46 0.47 0.00 0.59 0.92 0.00 0.86
Avail Cap(c_a), veh/h 1008 936 0 2057 1601 0 693
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 18.8 0.0 44.2 0.0 43.0 Incr Delay (d2), s/veh 1.3 1.4 0.0 0.0 1.2 0.0 6.6 0.0 7.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 0.0 0.0 12.3 0.0 19.7 0.0 15.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.3 1.4 0.0 0.0 20.1 0.0 50.8 0.0 50.3 LnGrp LOS A A A C D A D
Approach Vol, veh/h 899 1209 1581
Approach Delay, s/veh 1.3 20.1 50.6
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 86.9 86.9 53.1
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 66.1 66.1 62.9
Max Q Clear Time (g_c+I1), s 32.5 32.4 44.4
Green Ext Time (p_c), s 3.6 6.4 3.5
Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P AM 7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 0 10 0 0 3 3 274 3 3 351 23
Future Volume (veh/h) 89 0 10 0 0 3 3 274 3 3 351 23
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.95 1.00 0.89 1.00 0.88 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 97 0 11 0 0 8 3 298 3 4 439 29
Peak Hour Factor 0.92 0.92 0.92 0.38 0.38 0.38 0.92 0.92 0.92 0.80 0.80 0.80 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 198 0 22 0 0 79 7 654 7 10 665 494
Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.05 0.00 0.35 0.35 0.01 0.36 0.36 Sat Flow, veh/h 1563 0 177 0 0 1503 1781 1846 19 1781 1870 1390 Grp Volume(v), veh/h 108 0 0 0 0 8 3 0 301 4 439 29
Grp Sat Flow(s),veh/h/ln1741 0000 1503 1781 0 1864 1781 1870 1390 Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 0.2 0.1 0.0 4.9 0.1 7.7 0.5 Cycle Q Clear(g_c), s 2.3 0.0 0.0 0.0 0.0 0.2 0.1 0.0 4.9 0.1 7.7 0.5 Prop In Lane 0.90 0.10 0.00 1.00 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 220 0 0 0 0 79 7 0 660 10 665 494 V/C Ratio(X) 0.49 0.00 0.00 0.00 0.00 0.10 0.41 0.00 0.46 0.41 0.66 0.06 Avail Cap(c_a), veh/h 1383 0000 1194 228 0 1672 228 1678 1247 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 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.9 0.0 0.0 0.0 0.0 17.6 19.4 0.0 9.7 19.3 10.6 8.3 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.0 0.0 0.5 33.0 0.0 0.5 25.7 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 0.0 0.0 0.0 0.1 0.1 0.0 1.5 0.1 2.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 0.0 0.0 0.0 0.0 18.1 52.4 0.0 10.2 45.1 11.7 8.3 LnGrp LOS B AAAABDABDBA
Approach Vol, veh/h 108 8 304 472
Approach Delay, s/veh 17.6 18.1 10.6 11.8
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.7 18.3 9.4 4.7 18.4 6.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 35.0 31.0 5.0 35.0 31.0 Max Q Clear Time (g_c+I1), s 2.1 6.9 4.3 2.1 9.7 2.2
Green Ext Time (p_c), s 0.0 1.8 0.6 0.0 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
May 19, 2026 Item 8
HCM 6th AWSC Existing + C + P AM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 0 2 2 0 4 4 208 1 3 299 4
Future Vol, veh/h 13 0 2 2 0 4 4 208 1 3 299 4
Peak Hour Factor 0.70 0.70 0.70 0.75 0.75 0.75 0.89 0.89 0.89 0.88 0.88 0.88 Heavy Vehicles, % 2 22222222222
Mvmt Flow 19 0 3 3 0 5 4 234 1 3 340 5
Number of Lanes 0 10010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.6 8.1 9.8 11.3

HCM LOS A A A B

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 87% 33% 100% 0%
Vol Thru, % 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 0% 13% 67% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 4 209 15 6 3 303
LT Vol 4 0 13 2 3 0
Through Vol 0 208 0 0 0 299
RT Vol 0 1 2 4 0 4
Lane Flow Rate 4 235 21 8 3 344
Geometry Grp 772277
Degree of Util (X) 0.007 0.317 0.032 0.011 0.005 0.449
Departure Headway (Hd) 5.367 4.862 5.42 5.016 5.202 4.692 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 670 742 663 716 679 758
Service Time 3.074 2.569 3.432 3.03 3.002 2.491
HCM Lane V/C Ratio 0.006 0.317 0.032 0.011 0.004 0.454
HCM Control Delay 8.1 9.8 8.6 8.1 8 11.3
HCM Lane LOS AAAAAB
HCM 95th-tile Q 0 1.4 0.1 0 0 2.3
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 162 33 161 152 294 64 625 174 193 322 44 Future Volume (veh/h) 65 162 33 161 152 294 64 625 174 193 322 44 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.88 1.00 0.82 1.00 0.91 1.00 0.94 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 71 178 36 181 171 330 72 702 196 208 346 47 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0.89 0.89 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 159 412 86 755 396 1018 101 758 211 263 1168 157 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.06 0.28 0.28 0.15 0.37 0.37 Sat Flow, veh/h 856 2222 462 3563 1870 2595 1781 2674 746 1781 3119 419 Grp Volume(v), veh/h 152 0 133 181 171 330 72 466 432 208 195 198 Grp Sat Flow(s),veh/h/ln 1828 0 1712 1781 1870 1298 1781 1777 1644 1781 1777 1761 Q Serve(g_s), s 8.8 0.0 8.3 5.1 9.5 11.2 4.8 30.6 30.6 13.5 9.3 9.5 Cycle Q Clear(g_c), s 8.8 0.0 8.3 5.1 9.5 11.2 4.8 30.6 30.6 13.5 9.3 9.5 Prop In Lane 0.47 0.27 1.00 1.00 1.00 0.45 1.00 0.24
Lane Grp Cap(c), veh/h 339 0 317 755 396 1018 101 503 466 263 665 659 V/C Ratio(X) 0.45 0.00 0.42 0.24 0.43 0.32 0.71 0.93 0.93 0.79 0.29 0.30 Avail Cap(c_a), veh/h 411 0 385 861 452 1096 151 503 466 263 665 659 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 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 43.2 39.3 41.0 28.2 55.6 41.8 41.8 49.3 26.4 26.4 Incr Delay (d2), s/veh 2.0 0.0 1.9 0.3 1.6 0.4 7.8 22.9 24.3 15.7 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 3.6 2.2 4.5 3.5 2.3 16.3 15.3 7.1 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 0.0 45.1 39.6 42.6 28.6 63.4 64.6 66.1 65.0 26.9 27.0 LnGrp LOS D A DDDC EEEECC
Approach Vol, veh/h 285 682 970 601
Approach Delay, s/veh 45.2 35.0 65.2 40.1
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 39.3 27.2 12.1 50.2 30.4
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 10.2 33.2 29.0 Max Q Clear Time (g_c+I1), s 15.5 32.6 10.8 6.8 11.5 13.2 Green Ext Time (p_c), s 0.0 1.0 2.5 0.0 4.1 5.5
Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 120 25 312 129 366 29 299 186 368 255 18 Future Volume (veh/h) 15 120 25 312 129 366 29 299 186 368 255 18 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.97 0.93 0.96 0.93 1.00 0.81 1.00 0.91 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 18 143 30 322 133 377 31 315 196 379 263 19 Peak Hour Factor 0.84 0.84 0.84 0.97 0.97 0.97 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 73 450 88 462 613 481 44 813 294 426 1478 106 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.02 0.23 0.23 0.24 0.44 0.44 Sat Flow, veh/h 72 1373 269 1165 1870 1466 1781 3554 1285 1781 3336 239 Grp Volume(v), veh/h 191 0 0 322 133 377 31 315 196 379 139 143 Grp Sat Flow(s),veh/h/ln1714 0 0 1165 1870 1466 1781 1777 1285 1781 1777 1798 Q Serve(g_s), s 0.0 0.0 0.0 15.1 4.1 18.7 1.4 6.0 11.1 16.5 3.8 3.9 Cycle Q Clear(g_c), s 6.4 0.0 0.0 21.5 4.1 18.7 1.4 6.0 11.1 16.5 3.8 3.9 Prop In Lane 0.09 0.16 1.00 1.00 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 611 0 0 462 613 481 44 813 294 426 787 797 V/C Ratio(X) 0.31 0.00 0.00 0.70 0.22 0.78 0.70 0.39 0.67 0.89 0.18 0.18 Avail Cap(c_a), veh/h 788 0 0 589 818 641 142 1022 370 564 932 943 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 0.0 25.6 19.5 24.4 38.8 26.2 28.2 29.5 13.5 13.5 Incr Delay (d2), s/veh 0.3 0.0 0.0 2.5 0.2 4.6 18.1 0.3 3.2 13.1 0.1 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/ln2.6 0.0 0.0 5.5 1.7 6.4 0.8 2.5 3.5 8.1 1.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 0.0 0.0 28.2 19.7 29.0 56.9 26.5 31.3 42.7 13.6 13.6 LnGrp LOS C A A C B C E C C D B B
Approach Vol, veh/h 191 832 542 661
Approach Delay, s/veh 20.6 27.2 30.0 30.3
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s23.8 24.3 32.2 6.6 41.5 32.2
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 25.4 23.1 35.1 6.4 42.1 35.1 Max Q Clear Time (g_c+I1), s 18.5 13.1 8.4 3.4 5.9 23.5 Green Ext Time (p_c), s 0.7 2.0 1.2 0.0 1.6 2.8
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Existing + C + P PM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 15.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 43 629 768 111 105 48
Future Vol, veh/h 43 629 768 111 105 48
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 87 87 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 46 671 839 121 113 52
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 970 0 - 0 1683 920
Stage 1 - - - - 910 -
Stage 2 - - - - 773 -
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 710 - - - ~ 104 328
Stage 1 - - - - 393 -
Stage 2 - - - - 455 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 703 - - - ~ 95 322
Mov Cap-2 Maneuver - - - - ~ 95 -
Stage 1 - - - - 364 -
Stage 2 - - - - 450 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 166.2

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 703 - - - 95 322
HCM Lane V/C Ratio 0.065 - - - 1.188 0.16
HCM Control Delay (s) 10.5 - - - 233.8 18.3
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.2 - - - 7.7 0.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 753 32 512 883 419 56 150 616 423 74 77 Future Volume (veh/h) 63 753 32 512 883 419 56 150 616 423 74 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 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 69 827 35 533 920 436 62 167 0 465 81 0 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 1393 59 422 1102 514 240 252 585 317
Arrive On Green 0.05 0.40 0.40 0.16 0.63 0.63 0.13 0.13 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1781 3470 147 3456 2320 1082 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 69 423 439 533 701 655 62 167 0 465 81 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1840 1728 1777 1625 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 5.4 26.2 26.2 17.1 42.8 44.7 4.4 11.9 0.0 18.1 5.3 0.0 Cycle Q Clear(g_c), s 5.4 26.2 26.2 17.1 42.8 44.7 4.4 11.9 0.0 18.1 5.3 0.0 Prop In Lane 1.00 0.08 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 713 739 422 844 772 240 252 585 317 V/C Ratio(X) 0.76 0.59 0.59 1.26 0.83 0.85 0.26 0.66 0.79 0.26 Avail Cap(c_a), veh/h 90 713 739 422 844 772 422 444 765 414 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.50 0.50 0.50 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.6 32.9 32.9 58.6 21.4 21.8 54.3 57.5 0.0 55.8 50.5 0.0 Incr Delay (d2), s/veh 33.1 3.6 3.5 127.7 3.4 4.4 2.0 10.3 0.0 4.7 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 11.7 12.1 14.5 14.9 14.4 2.1 6.2 0.0 8.2 2.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.7 36.5 36.4 186.4 24.9 26.2 56.3 67.8 0.0 60.5 51.0 0.0 LnGrp LOS F D D F C C E E E D
Approach Vol, veh/h 931 1889 229 546
Approach Delay, s/veh 41.1 70.9 64.7 59.1
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.3 62.4 29.6 13.0 72.7 24.7
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 17.1 * 35 31.0 7.1 44.9 33.2 Max Q Clear Time (g_c+I1), s 19.1 28.2 20.1 7.4 46.7 13.9 Green Ext Time (p_c), s 0.0 3.4 2.0 0.0 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 61.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1001 755 0 1466 426 0 0 0 346 0 450 Future Volume (veh/h) 0 1001 755 0 1466 426 0 0 0 346 0 450 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.96
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1100 0 0 1543 448 512 0 288
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.98 0.98 0.98 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2559 0 1969 539 707 0 303
Arrive On Green 0.00 0.96 0.00 0.00 1.00 1.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3647 1585 0 2828 749 3563 0 1525
Grp Volume(v), veh/h 0 1100 0 0 970 1021 512 0 288
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1706 1781 0 1525 Q Serve(g_s), s 0.0 3.1 0.0 0.0 0.0 0.0 18.8 0.0 26.1
Cycle Q Clear(g_c), s 0.0 3.1 0.0 0.0 0.0 0.0 18.8 0.0 26.1 Prop In Lane 0.00 1.00 0.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 0 2559 0 1279 1229 707 0 303
V/C Ratio(X) 0.00 0.43 0.00 0.76 0.83 0.72 0.00 0.95
Avail Cap(c_a), veh/h 0 2559 0 1279 1229 707 0 303
HCM Platoon Ratio 1.00 1.33 1.33 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.38 0.00 0.00 0.71 0.71 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.9 0.0 0.0 0.0 0.0 52.5 0.0 55.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 3.0 4.8 3.2 0.0 38.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.7 0.0 0.0 1.1 1.6 8.8 0.0 13.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 1.1 0.0 0.0 3.0 4.8 55.7 0.0 93.7 LnGrp LOS A A A A A E A F
Approach Vol, veh/h 1100 1991 800
Approach Delay, s/veh 1.1 4.0 69.4
Approach LOS A A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 107.1 32.9 107.1
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 100.8 27.8 100.8
Max Q Clear Time (g_c+I1), s 5.1 28.1 2.0
Green Ext Time (p_c), s 5.4 0.0 15.2
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 790 403 0 1013 417 897 0 464 0 0 0 Future Volume (veh/h) 9 790 403 0 1013 417 897 0 464 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 823 0 0 1044 0 1211 0 360
Peak Hour Factor 0.96 0.96 0.96 0.97 0.97 0.97 0.86 0.86 0.86 Percent Heavy Veh, % 2 22022222
Cap, veh/h 34 1911 0 1974 1304 0 565
Arrive On Green 1.00 1.00 0.00 0.00 0.56 0.00 0.37 0.00 0.37 Sat Flow, veh/h 13 3441 1585 0 3647 1585 3563 0 1544
Grp Volume(v), veh/h 443 389 0 0 1044 0 1211 0 360
Grp Sat Flow(s),veh/h/ln1838 1617 1585 0 1777 1585 1781 0 1544 Q Serve(g_s), s 0.0 0.0 0.0 0.0 25.9 0.0 45.7 0.0 27.0
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 25.9 0.0 45.7 0.0 27.0 Prop In Lane 0.02 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1047 898 0 1974 1304 0 565
V/C Ratio(X) 0.42 0.43 0.00 0.53 0.93 0.00 0.64
Avail Cap(c_a), veh/h 1047 898 0 1974 1677 0 727
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 19.6 0.0 42.6 0.0 36.7 Incr Delay (d2), s/veh 1.1 1.3 0.0 0.0 1.0 0.0 7.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 0.0 0.0 10.6 0.0 21.3 0.0 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.1 1.3 0.0 0.0 20.6 0.0 49.8 0.0 37.1 LnGrp LOS A A A C D A D
Approach Vol, veh/h 832 1044 1571
Approach Delay, s/veh 1.2 20.6 46.9
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 83.7 83.7 56.3
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 63.1 63.1 65.9
Max Q Clear Time (g_c+I1), s 2.0 27.9 47.7
Green Ext Time (p_c), s 3.1 5.2 3.5
Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Existing + C + P PM 7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 0 4 1 0 16 10 500 11 23 376 88 Future Volume (veh/h) 38 0 4 1 0 16 10 500 11 23 376 88 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.94 1.00 0.92 1.00 0.92 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 41 0 4 1 0 20 12 581 13 23 380 89
Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.86 0.86 0.86 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 139 0 14 5 0 96 28 744 17 50 789 618
Arrive On Green 0.09 0.00 0.09 0.07 0.00 0.07 0.02 0.41 0.41 0.03 0.42 0.42 Sat Flow, veh/h 1589 0 155 72 0 1435 1781 1818 41 1781 1870 1464 Grp Volume(v), veh/h 45 0 0 21 0 0 12 0 594 23 380 89
Grp Sat Flow(s),veh/h/ln1744 0 0 1507 0 0 1781 0 1859 1781 1870 1464 Q Serve(g_s), s 1.1 0.0 0.0 0.6 0.0 0.0 0.3 0.0 12.2 0.6 6.5 1.6 Cycle Q Clear(g_c), s 1.1 0.0 0.0 0.6 0.0 0.0 0.3 0.0 12.2 0.6 6.5 1.6 Prop In Lane 0.91 0.09 0.05 0.95 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 153 0 0 101 0 0 28 0 761 50 789 618 V/C Ratio(X) 0.29 0.00 0.00 0.21 0.00 0.00 0.43 0.00 0.78 0.46 0.48 0.14 Avail Cap(c_a), veh/h 1226 0 0 1059 0 0 202 0 1471 206 1485 1162 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 0.0 0.0 19.5 0.0 0.0 21.5 0.0 11.3 21.1 9.2 7.8 Incr Delay (d2), s/veh 1.1 0.0 0.0 1.0 0.0 0.0 10.4 0.0 1.8 6.6 0.5 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/ln0.4 0.0 0.0 0.2 0.0 0.0 0.2 0.0 4.0 0.3 2.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 0.0 0.0 20.5 0.0 0.0 31.9 0.0 13.1 27.7 9.7 8.0 LnGrp LOS B A A C A A C A B C A A
Approach Vol, veh/h 45 21 606 492
Approach Delay, s/veh 19.9 20.5 13.5 10.2
Approach LOS B C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.7 22.6 8.4 5.2 23.1 7.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 34.9 31.0 5.0 35.0 31.0 Max Q Clear Time (g_c+I1), s 2.6 14.2 3.1 2.3 8.5 2.6
Green Ext Time (p_c), s 0.0 3.8 0.2 0.0 2.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
May 19, 2026 Item 8
HCM 6th AWSC Existing + C + P PM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh33.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 0 1 5 0 4 5 631 1 5 316 3
Future Vol, veh/h 23 0 1 5 0 4 5 631 1 5 316 3
Peak Hour Factor 0.82 0.82 0.82 0.38 0.38 0.38 0.92 0.92 0.92 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 28 0 1 13 0 11 5 686 1 6 390 4
Number of Lanes 0 10010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 10.2 9.8 46 14.8

HCM LOS B A E B

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 56% 100% 0%
Vol Thru, % 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 0% 4% 44% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 632 24 9 5 319
LT Vol 5 0 23 5 5 0
Through Vol 0 631 0 0 0 316
RT Vol 0 1 1 4 0 3
Lane Flow Rate 5 687 29 24 6 394
Geometry Grp 772277
Degree of Util (X) 0.008 0.959 0.055 0.043 0.01 0.573
Departure Headway (Hd) 5.529 5.025 6.79 6.486 5.752 5.242 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 645 721 530 555 620 685
Service Time 3.281 2.777 4.792 4.488 3.512 3.002
HCM Lane V/C Ratio 0.008 0.953 0.055 0.043 0.01 0.575
HCM Control Delay 8.3 46.3 10.2 9.8 8.6 14.9
HCM Lane LOS AEBAAB
HCM 95th-tile Q 0 14.3 0.2 0.1 0 3.7
May 19, 2026 Item 8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3681 Seaside Ridge
N:\3681 Seaside Ridge\Report\Appendices Cover.3681.doc

APPENDIX F

PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
– HORIZON YEAR 2050 WITHOUT PROJECT
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 AM
1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 110 15 140 170 250 35 200 90 250 340 40 Future Volume (veh/h) 25 110 15 140 170 250 35 200 90 250 340 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.87 1.00 0.93 1.00 0.95 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 33 145 20 157 191 281 43 244 110 272 370 43 Peak Hour Factor 0.76 0.76 0.76 0.89 0.89 0.89 0.82 0.82 0.82 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 82 373 53 671 352 1202 74 669 288 384 1459 168 Arrive On Green 0.14 0.14 0.14 0.19 0.19 0.19 0.04 0.28 0.28 0.22 0.46 0.46 Sat Flow, veh/h 581 2637 375 3563 1870 2759 1781 2361 1018 1781 3191 368 Grp Volume(v), veh/h 105 0 93 157 191 281 43 181 173 272 205 208 Grp Sat Flow(s),veh/h/ln 1841 0 1752 1781 1870 1380 1781 1777 1603 1781 1777 1782 Q Serve(g_s), s 6.2 0.0 5.8 4.5 11.1 8.1 2.8 9.7 10.4 17.0 8.5 8.6 Cycle Q Clear(g_c), s 6.2 0.0 5.8 4.5 11.1 8.1 2.8 9.7 10.4 17.0 8.5 8.6 Prop In Lane 0.32 0.21 1.00 1.00 1.00 0.64 1.00 0.21
Lane Grp Cap(c), veh/h 260 0 248 671 352 1202 74 503 454 384 812 815 V/C Ratio(X) 0.40 0.00 0.38 0.23 0.54 0.23 0.58 0.36 0.38 0.71 0.25 0.26 Avail Cap(c_a), veh/h 414 0 394 861 452 1350 101 503 454 384 812 815 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 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 0.0 46.7 41.4 44.0 23.8 56.5 34.3 34.5 43.6 20.0 20.0 Incr Delay (d2), s/veh 2.1 0.0 2.0 0.4 2.8 0.2 6.4 1.8 2.2 6.5 0.3 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 3.0 0.0 2.7 2.0 5.4 2.7 1.4 4.4 4.3 8.1 3.5 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.0 0.0 48.8 41.7 46.8 24.0 62.8 36.1 36.8 50.1 20.3 20.4 LnGrp LOS D A DDDCEDDDCC
Approach Vol, veh/h 198 629 397 685
Approach Delay, s/veh 48.9 35.3 39.3 32.2
Approach LOS DDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 31.2 39.3 22.0 10.3 60.2 27.6
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 6.8 36.6 29.0 Max Q Clear Time (g_c+I1), s 19.0 12.4 8.2 4.8 10.6 13.1 Green Ext Time (p_c), s 0.0 3.7 1.8 0.0 4.7 5.1
Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 AM
2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 110 15 160 120 280 15 150 150 270 240 20 Future Volume (veh/h) 10 110 15 160 120 280 15 150 150 270 240 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.95 1.00 0.86 1.00 0.92 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 12 133 18 172 129 301 17 174 174 380 338 28 Peak Hour Factor 0.83 0.83 0.83 0.93 0.93 0.93 0.86 0.86 0.86 0.71 0.71 0.71 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 71 461 59 485 564 453 29 749 287 440 1457 120 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.02 0.21 0.21 0.25 0.44 0.44 Sat Flow, veh/h 48 1530 196 1209 1870 1500 1781 3554 1364 1781 3299 271 Grp Volume(v), veh/h 163 0 0 172 129 301 17 174 174 380 181 185 Grp Sat Flow(s),veh/h/ln1774 0 0 1209 1870 1500 1781 1777 1364 1781 1777 1793 Q Serve(g_s), s 0.0 0.0 0.0 2.2 3.5 11.9 0.6 2.8 7.9 13.9 4.3 4.4 Cycle Q Clear(g_c), s 4.7 0.0 0.0 6.9 3.5 11.9 0.6 2.8 7.9 13.9 4.3 4.4 Prop In Lane 0.07 0.11 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 592 0 0 485 564 453 29 749 287 440 785 792 V/C Ratio(X) 0.28 0.00 0.00 0.35 0.23 0.67 0.59 0.23 0.61 0.86 0.23 0.23 Avail Cap(c_a), veh/h 830 0 0 654 826 663 141 1309 502 742 1254 1266 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 0.0 0.0 18.9 17.8 20.8 33.3 22.3 24.3 24.6 11.8 11.8 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 0.2 1.7 17.8 0.2 2.1 5.6 0.1 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/ln1.9 0.0 0.0 1.9 1.4 3.8 0.4 1.1 2.5 5.9 1.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 0.0 0.0 19.4 18.1 22.5 51.1 22.5 26.4 30.1 12.0 12.0 LnGrp LOS B AABB CDCCCBB
Approach Vol, veh/h 163 602 365 746
Approach Delay, s/veh 18.5 20.6 25.7 21.2
Approach LOS B C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s21.4 20.3 26.5 5.7 36.0 26.5
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 28.4 25.1 30.1 5.4 48.1 30.1 Max Q Clear Time (g_c+I1), s 15.9 9.9 6.7 2.6 6.4 13.9
Green Ext Time (p_c), s 0.9 1.5 0.9 0.0 2.1 2.1
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Year 2050 AM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 6.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 470 570 150 90 40
Future Vol, veh/h 30 470 570 150 90 40
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 82 82 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 33 516 695 183 111 49
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 888 0 - 0 1389 807
Stage 1 - - - - 797 -
Stage 2 - - - - 592 -
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 763 - - - 157 381
Stage 1 - - - - 444 -
Stage 2 - - - - 553 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 756 - - - 147 374
Mov Cap-2 Maneuver - - - - 147 -
Stage 1 - - - - 420 -
Stage 2 - - - - 547 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 61.1

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 756 - - - 147 374
HCM Lane V/C Ratio 0.044 - - - 0.756 0.132
HCM Control Delay (s) 10 - - - 81.1 16.1
HCM Lane LOS A - - - F C
HCM 95th %tile Q(veh) 0.1 - - - 4.6 0.5
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 AM
4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 600 30 460 830 500 35 90 290 710 110 65 Future Volume (veh/h) 40 600 30 460 830 500 35 90 290 710 110 65 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 49 732 37 479 865 521 42 108 0 922 143 0 Peak Hour Factor 0.82 0.82 0.82 0.96 0.96 0.96 0.83 0.83 0.83 0.77 0.77 0.77 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 1220 62 429 939 553 187 196 842 456
Arrive On Green 0.04 0.36 0.36 0.21 0.74 0.74 0.10 0.10 0.00 0.24 0.24 0.00 Sat Flow, veh/h 1781 3437 174 3456 2117 1246 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 49 378 391 479 723 663 42 108 0 922 143 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1834 1728 1777 1586 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 3.8 24.4 24.5 17.4 46.0 50.3 3.0 7.7 0.0 34.1 8.8 0.0 Cycle Q Clear(g_c), s 3.8 24.4 24.5 17.4 46.0 50.3 3.0 7.7 0.0 34.1 8.8 0.0 Prop In Lane 1.00 0.09 1.00 0.79 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 631 651 429 788 704 187 196 842 456 V/C Ratio(X) 0.73 0.60 0.60 1.12 0.92 0.94 0.22 0.55 1.10 0.31 Avail Cap(c_a), veh/h 67 631 651 429 788 704 394 414 842 456 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.27 0.27 0.27 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.6 37.0 37.0 55.5 16.1 16.6 57.4 59.5 0.0 53.0 43.4 0.0 Incr Delay (d2), s/veh 34.5 4.2 4.1 61.2 5.1 7.8 2.2 8.5 0.0 60.4 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 11.1 11.4 10.4 10.4 10.6 1.5 4.0 0.0 21.7 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.1 41.2 41.1 116.6 21.1 24.4 59.6 68.0 0.0 113.3 43.8 0.0 LnGrp LOS F D D F C C E E F D
Approach Vol, veh/h 818 1865 150 1065
Approach Delay, s/veh 44.7 46.8 65.6 104.0
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.6 55.9 40.0 11.2 68.3 20.5
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 17.4 * 34 34.1 5.3 45.8 31.0 Max Q Clear Time (g_c+I1), s 19.4 26.5 36.1 5.8 52.3 9.7 Green Ext Time (p_c), s 0.0 3.3 0.0 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 62.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 AM
5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 800 830 0 1370 510 0 0 0 420 0 530 Future Volume (veh/h) 0 800 830 0 1370 510 0 0 0 420 0 530 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 952 0 0 1505 560 700 0 389
Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2303 0 1663 574 963 0 415
Arrive On Green 0.00 0.65 0.00 0.00 1.00 1.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3647 1585 0 2660 886 3563 0 1536
Grp Volume(v), veh/h 0 952 0 0 1006 1059 700 0 389
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1675 1781 0 1536 Q Serve(g_s), s 0.0 18.0 0.0 0.0 0.0 0.0 25.0 0.0 34.6
Cycle Q Clear(g_c), s 0.0 18.0 0.0 0.0 0.0 0.0 25.0 0.0 34.6 Prop In Lane 0.00 1.00 0.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 0 2303 0 1152 1086 963 0 415
V/C Ratio(X) 0.00 0.41 0.00 0.87 0.98 0.73 0.00 0.94
Avail Cap(c_a), veh/h 0 2303 0 1152 1086 1041 0 449
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.28 0.00 0.00 0.59 0.59 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.8 0.0 0.0 0.0 0.0 46.4 0.0 49.9 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 5.8 15.9 1.9 0.0 25.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 6.6 0.0 0.0 1.8 4.8 11.4 0.0 16.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.0 0.0 0.0 5.8 15.9 48.3 0.0 75.4 LnGrp LOS A B A A B D A E
Approach Vol, veh/h 952 2065 1089
Approach Delay, s/veh 12.0 11.0 58.0
Approach LOS B B E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 97.0 43.0 97.0
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 87.7 40.9 87.7
Max Q Clear Time (g_c+I1), s 20.0 36.6 2.0
Green Ext Time (p_c), s 4.4 1.2 17.1
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 AM
6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 770 290 0 1000 390 860 0 650 0 0 0 Future Volume (veh/h) 0 770 290 0 1000 390 860 0 650 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 906 0 0 1266 0 1167 0 476
Peak Hour Factor 0.85 0.85 0.85 0.79 0.79 0.79 0.91 0.91 0.91 Percent Heavy Veh, % 0 22022222
Cap, veh/h 0 2013 0 2013 1265 0 548
Arrive On Green 0.00 1.00 0.00 0.00 0.57 0.00 0.35 0.00 0.35 Sat Flow, veh/h 0 3647 1585 0 3647 1585 3563 0 1543
Grp Volume(v), veh/h 0 906 0 0 1266 0 1167 0 476
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1585 1781 0 1543 Q Serve(g_s), s 0.0 0.0 0.0 0.0 33.6 0.0 44.0 0.0 40.3
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 33.6 0.0 44.0 0.0 40.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2013 0 2013 1265 0 548
V/C Ratio(X) 0.00 0.45 0.00 0.63 0.92 0.00 0.87
Avail Cap(c_a), veh/h 0 2013 0 2013 1626 0 704
HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.82 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 20.4 0.0 43.3 0.0 42.1 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 1.5 0.0 6.8 0.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.2 0.0 0.0 13.7 0.0 20.5 0.0 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.6 0.0 0.0 21.9 0.0 50.1 0.0 49.9 LnGrp LOS A A A C D A D
Approach Vol, veh/h 906 1266 1643
Approach Delay, s/veh 0.6 21.9 50.1
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 85.2 85.2 54.8
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 65.1 65.1 63.9
Max Q Clear Time (g_c+I1), s 2.0 35.6 46.0
Green Ext Time (p_c), s 4.2 6.7 3.7
Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th TWSC Year 2050 AM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 5 0 290 5 5 370 0
Future Vol, veh/h 0 0 0 0 0 5 0 290 5 5 370 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 25 25 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 100
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 38 38 38 92 92 92 80 80 80
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 0 0 13 0 315 5 6 463 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 819 830 483 828 828 353 473 0 0 345 0 0 Stage 1 485 485 - 343 343 -------
Stage 2 334 345 - 485 485 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 294 306 584 290 306 691 1089 - - 1214 - - Stage 1 563 552 - 672 637 -------
Stage 2 680 636 - 563 552 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 282 294 573 279 294 668 1079 - - 1185 - - Mov Cap-2 Maneuver 282 294 - 279 294 -------
Stage 1 557 544 - 656 622 -------
Stage 2 660 621 - 555 544 -------
Approach EB WB NB SB
HCM Control Delay, s 0 10.5 0 0.1

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1079 - - - 668 1185 - -
HCM Lane V/C Ratio ---- 0.02 0.005 - -
HCM Control Delay (s) 0 - - 0 10.5 8.1 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - - 0.1 0 - -
May 19, 2026 Item 8
HCM 6th AWSC Year 2050 AM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 0 5 5 0 5 5 220 5 5 300 5
Future Vol, veh/h 15 0 5 5 0 5 5 220 5 5 300 5
Peak Hour Factor 0.70 0.70 0.70 0.75 0.75 0.75 0.89 0.89 0.89 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 21 0 7 7 0 7 6 247 6 6 341 6
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 8.7 8.4 10.2 11.6

HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 75% 50% 100% 0%
Vol Thru, % 0% 98% 0% 0% 0% 98%
Vol Right, % 0% 2% 25% 50% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 225 20 10 5 305
LT Vol 5 0 15 5 5 0
Through Vol 0 220 0 0 0 300
RT Vol 0 5 5 5 0 5
Lane Flow Rate 6 253 29 13 6 347
Geometry Grp 772277
Degree of Util (X) 0.008 0.344 0.043 0.019 0.008 0.465
Departure Headway (Hd) 5.413 4.895 5.391 5.218 5.344 4.831 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 663 736 664 685 672 749
Service Time 3.13 2.612 3.424 3.255 3.06 2.547
HCM Lane V/C Ratio 0.009 0.344 0.044 0.019 0.009 0.463
HCM Control Delay 8.2 10.2 8.7 8.4 8.1 11.7
HCM Lane LOS ABAAAB
HCM 95th-tile Q 0 1.5 0.1 0.1 0 2.5
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 PM
1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 170 35 160 160 310 70 650 180 200 330 50 Future Volume (veh/h) 70 170 35 160 160 310 70 650 180 200 330 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.88 1.00 0.82 1.00 0.91 1.00 0.93 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 77 187 38 180 180 348 79 730 202 215 355 54 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0.89 0.89 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 164 413 86 763 401 1012 108 759 210 256 1123 169 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.06 0.28 0.28 0.14 0.37 0.37 Sat Flow, veh/h 875 2204 461 3563 1870 2601 1781 2680 742 1781 3066 460 Grp Volume(v), veh/h 161 0 141 180 180 348 79 484 448 215 204 205 Grp Sat Flow(s),veh/h/ln 1827 0 1713 1781 1870 1300 1781 1777 1645 1781 1777 1749 Q Serve(g_s), s 9.4 0.0 8.8 5.0 10.0 11.9 5.2 32.2 32.2 14.1 9.9 10.1 Cycle Q Clear(g_c), s 9.4 0.0 8.8 5.0 10.0 11.9 5.2 32.2 32.2 14.1 9.9 10.1 Prop In Lane 0.48 0.27 1.00 1.00 1.00 0.45 1.00 0.26
Lane Grp Cap(c), veh/h 342 0 321 763 401 1012 108 503 466 256 651 641 V/C Ratio(X) 0.47 0.00 0.44 0.24 0.45 0.34 0.73 0.96 0.96 0.84 0.31 0.32 Avail Cap(c_a), veh/h 411 0 385 861 452 1083 151 503 466 256 651 641 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 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 43.2 39.0 41.0 28.6 55.4 42.3 42.4 50.1 27.2 27.3 Incr Delay (d2), s/veh 2.1 0.0 2.0 0.3 1.7 0.4 8.9 28.3 29.8 22.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 3.9 2.2 4.8 3.7 2.6 17.8 16.6 7.8 4.3 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.6 0.0 45.2 39.4 42.7 29.0 64.3 70.7 72.1 72.2 27.8 27.9 LnGrp LOS D A DDDC EEEECC
Approach Vol, veh/h 302 708 1011 624
Approach Delay, s/veh 45.4 35.1 70.8 43.2
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.5 39.3 27.5 12.6 49.3 30.7
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 10.2 33.2 29.0 Max Q Clear Time (g_c+I1), s 16.1 34.2 11.4 7.2 12.1 13.9 Green Ext Time (p_c), s 0.0 0.0 2.6 0.0 4.3 5.6
Intersection Summary
HCM 6th Ctrl Delay 51.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 PM
2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 130 30 250 140 380 30 310 160 390 250 20 Future Volume (veh/h) 20 130 30 250 140 380 30 310 160 390 250 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.97 0.92 0.96 0.92 1.00 0.81 1.00 0.91 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 24 155 36 258 144 392 32 326 168 402 258 21 Peak Hour Factor 0.84 0.84 0.84 0.97 0.97 0.97 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 79 420 90 437 600 470 45 792 285 448 1482 119 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.03 0.22 0.22 0.25 0.45 0.45 Sat Flow, veh/h 91 1309 282 1147 1870 1464 1781 3554 1278 1781 3302 266 Grp Volume(v), veh/h 215 0 0 258 144 392 32 326 168 402 137 142 Grp Sat Flow(s),veh/h/ln1682 0 0 1147 1870 1464 1781 1777 1278 1781 1777 1790 Q Serve(g_s), s 0.0 0.0 0.0 10.2 4.5 19.9 1.4 6.3 9.4 17.5 3.7 3.8 Cycle Q Clear(g_c), s 7.4 0.0 0.0 17.6 4.5 19.9 1.4 6.3 9.4 17.5 3.7 3.8 Prop In Lane 0.11 0.17 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 590 0 0 437 600 470 45 792 285 448 798 804 V/C Ratio(X) 0.36 0.00 0.00 0.59 0.24 0.83 0.71 0.41 0.59 0.90 0.17 0.18 Avail Cap(c_a), veh/h 776 0 0 572 820 642 142 1025 369 565 934 941 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 0.0 24.9 20.0 25.2 38.7 26.6 27.8 29.0 13.2 13.2 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.3 0.2 6.9 18.1 0.3 1.9 14.6 0.1 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/ln3.0 0.0 0.0 4.1 1.8 7.1 0.8 2.6 2.9 8.7 1.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 0.0 0.0 26.1 20.2 32.1 56.8 27.0 29.8 43.6 13.3 13.3 LnGrp LOS C A A C C C E C C D B B
Approach Vol, veh/h 215 794 526 681
Approach Delay, s/veh 21.4 28.0 29.7 31.2
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s24.7 23.7 31.6 6.6 41.8 31.6
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 25.4 23.1 35.1 6.4 42.1 35.1 Max Q Clear Time (g_c+I1), s 19.5 11.4 9.4 3.4 5.8 21.9 Green Ext Time (p_c), s 0.7 2.2 1.4 0.0 1.6 2.8
Intersection Summary
HCM 6th Ctrl Delay 28.7
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Year 2050 PM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 15.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 45 620 730 120 110 50
Future Vol, veh/h 45 620 730 120 110 50
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 87 87 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 48 662 797 131 118 54
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 938 0 - 0 1641 883
Stage 1 - - - - 873 -
Stage 2 - - - - 768 -
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 730 - - - ~ 110 345
Stage 1 - - - - 409 -
Stage 2 - - - - 458 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 723 - - - ~ 101 338
Mov Cap-2 Maneuver - - - - ~ 101 -
Stage 1 - - - - 378 -
Stage 2 - - - - 453 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 157.8

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 723 - - - 101 338
HCM Lane V/C Ratio 0.066 - - - 1.171 0.159
HCM Control Delay (s) 10.3 - - - 221.5 17.7
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.2 - - - 7.8 0.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 PM
4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 760 35 540 850 440 60 160 650 440 80 80 Future Volume (veh/h) 70 760 35 540 850 440 60 160 650 440 80 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 77 835 38 562 885 458 67 178 0 484 88 0 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 1311 60 464 1044 532 250 262 601 325
Arrive On Green 0.05 0.38 0.38 0.18 0.62 0.62 0.14 0.14 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1781 3457 157 3456 2244 1143 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 77 429 444 562 698 645 67 178 0 484 88 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1837 1728 1777 1611 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 6.0 27.7 27.7 18.8 43.9 45.8 4.7 12.7 0.0 18.8 5.7 0.0 Cycle Q Clear(g_c), s 6.0 27.7 27.7 18.8 43.9 45.8 4.7 12.7 0.0 18.8 5.7 0.0 Prop In Lane 1.00 0.09 1.00 0.71 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 674 697 464 826 749 250 262 601 325 V/C Ratio(X) 0.85 0.64 0.64 1.21 0.84 0.86 0.27 0.68 0.80 0.27 Avail Cap(c_a), veh/h 90 674 697 464 826 749 422 444 765 414 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.43 0.43 0.43 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.9 35.6 35.6 57.5 22.7 23.0 53.8 57.2 0.0 55.5 50.1 0.0 Incr Delay (d2), s/veh 51.5 4.6 4.4 103.7 3.5 4.5 2.1 10.6 0.0 5.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 12.5 12.9 14.4 15.5 14.9 2.2 6.6 0.0 8.6 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 117.5 40.1 40.0 161.2 26.1 27.5 55.8 67.8 0.0 60.9 50.6 0.0 LnGrp LOS F D D F C C E E E D
Approach Vol, veh/h 950 1905 245 A 572 A
Approach Delay, s/veh 46.3 66.4 64.5 59.3
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 59.3 30.3 13.0 71.3 25.4
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 18.8 * 33 31.0 7.1 44.9 33.2 Max Q Clear Time (g_c+I1), s 20.8 29.7 20.8 8.0 47.8 14.7 Green Ext Time (p_c), s 0.0 2.0 2.1 0.0 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 60.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 PM
5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1040 780 0 1490 450 0 0 0 360 0 450 Future Volume (veh/h) 0 1040 780 0 1490 450 0 0 0 360 0 450 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.96
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1143 0 0 1568 474 524 0 291
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.98 0.98 0.98 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2521 0 1921 546 745 0 320
Arrive On Green 0.00 0.71 0.00 0.00 1.00 1.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3647 1585 0 2802 770 3563 0 1527
Grp Volume(v), veh/h 0 1143 0 0 995 1047 524 0 291
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1702 1781 0 1527 Q Serve(g_s), s 0.0 19.3 0.0 0.0 0.0 0.0 19.1 0.0 26.1
Cycle Q Clear(g_c), s 0.0 19.3 0.0 0.0 0.0 0.0 19.1 0.0 26.1 Prop In Lane 0.00 1.00 0.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 0 2521 0 1260 1207 745 0 320
V/C Ratio(X) 0.00 0.45 0.00 0.79 0.87 0.70 0.00 0.91
Avail Cap(c_a), veh/h 0 2521 0 1260 1207 914 0 392
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.32 0.00 0.00 0.69 0.69 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.7 0.0 0.0 0.0 0.0 51.3 0.0 54.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 3.6 6.1 1.2 0.0 20.2 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/ln0.0 6.6 0.0 0.0 1.2 2.1 8.7 0.0 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.9 0.0 0.0 3.6 6.1 52.5 0.0 74.2 LnGrp LOS A A A A A D A E
Approach Vol, veh/h 1143 A 2042 815
Approach Delay, s/veh 8.9 4.9 60.3
Approach LOS A A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.6 34.4 105.6
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 92.7 35.9 92.7
Max Q Clear Time (g_c+I1), s 21.3 28.1 2.0
Green Ext Time (p_c), s 5.8 1.2 16.4
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 PM
6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 830 420 0 1060 430 900 0 490 0 0 0 Future Volume (veh/h) 0 830 420 0 1060 430 900 0 490 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 865 0 0 1093 0 1224 0 380
Peak Hour Factor 0.96 0.96 0.96 0.97 0.97 0.97 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022222
Cap, veh/h 0 1960 0 1960 1318 0 571
Arrive On Green 0.00 1.00 0.00 0.00 0.55 0.00 0.37 0.00 0.37 Sat Flow, veh/h 0 3647 1585 0 3647 1585 3563 0 1544
Grp Volume(v), veh/h 0 865 0 0 1093 0 1224 0 380
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1585 1781 0 1544 Q Serve(g_s), s 0.0 0.0 0.0 0.0 27.9 0.0 46.2 0.0 28.8
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 27.9 0.0 46.2 0.0 28.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1960 0 1960 1318 0 571
V/C Ratio(X) 0.00 0.44 0.00 0.56 0.93 0.00 0.67
Avail Cap(c_a), veh/h 0 1960 0 1960 1677 0 727
HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.84 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 20.3 0.0 42.3 0.0 36.9 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 1.2 0.0 7.3 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.2 0.0 0.0 11.4 0.0 21.5 0.0 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.6 0.0 0.0 21.5 0.0 49.6 0.0 37.6 LnGrp LOS A A A C D A D
Approach Vol, veh/h 865 A 1093 A 1604
Approach Delay, s/veh 0.6 21.5 46.8
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 83.1 83.1 56.9
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 63.1 63.1 65.9
Max Q Clear Time (g_c+I1), s 2.0 29.9 48.2
Green Ext Time (p_c), s 3.9 5.5 3.6
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th TWSC Year 2050 PM
7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 5 0 20 0 530 15 25 400 0
Future Vol, veh/h 0 0 0 5 0 20 0 530 15 25 400 0
Conflicting Peds, #/hr 10 0 10 10 0 10 10 0 11 11 0 10
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - 100
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 80 80 80 86 86 86 99 99 99
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 0 6 0 25 0 616 17 25 404 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1111 1108 424 1100 1100 646 414 0 0 644 0 0 Stage 1 464 464 - 636 636 -------
Stage 2 647 644 - 464 464 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 186 210 630 190 212 472 1145 - - 941 - - Stage 1 578 564 - 466 472 -------
Stage 2 460 468 - 578 564 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 169 200 618 182 202 463 1134 - - 931 - - Mov Cap-2 Maneuver 169 200 - 182 202 -------
Stage 1 572 543 - 461 467 -------
Stage 2 431 463 - 557 543 -------
Approach EB WB NB SB
HCM Control Delay, s 0 16.2 0 0.5

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1134 - - - 354 931 - -
HCM Lane V/C Ratio ---- 0.088 0.027 - -
HCM Control Delay (s) 0 - - 0 16.2 9 - -
HCM Lane LOS A - - A C A - -
HCM 95th %tile Q(veh) 0 - - - 0.3 0.1 - -
May 19, 2026 Item 8
HCM 6th AWSC Year 2050 PM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 41.7
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 0 5 10 0 5 10 650 5 10 330 5
Future Vol, veh/h 25 0 5 10 0 5 10 650 5 10 330 5
Peak Hour Factor 0.82 0.82 0.82 0.38 0.38 0.38 0.92 0.92 0.92 0.81 0.81 0.81 Heavy Vehicles, % 222222222222
Mvmt Flow 30 0 6 26 0 13 11 707 5 12 407 6
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay 10.4 10.3 59.9 16.3

HCM LOS B B F C

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 83% 67% 100% 0%
Vol Thru, % 0% 99% 0% 0% 0% 99%
Vol Right, % 0% 1% 17% 33% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 10 655 30 15 10 335
LT Vol 10 0 25 10 10 0
Through Vol 0 650 0 0 0 330
RT Vol 0 5 5 5 0 5
Lane Flow Rate 11 712 37 39 12 414
Geometry Grp 772277
Degree of Util (X) 0.017 1.017 0.069 0.072 0.02 0.617
Departure Headway (Hd) 5.65 5.141 6.91 6.767 5.89 5.375 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 629 705 522 532 603 666
Service Time 3.421 2.912 4.91 4.767 3.675 3.159
HCM Lane V/C Ratio 0.017 1.01 0.071 0.073 0.02 0.622
HCM Control Delay 8.5 60.7 10.4 10.3 8.8 16.5
HCM Lane LOS A F B B A C
HCM 95th-tile Q 0.1 17 0.2 0.2 0.1 4.3
May 19, 2026 Item 8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3681 Seaside Ridge
N:\3681 Seaside Ridge\Report\Appendices Cover.3681.doc

APPENDIX G

PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
– HORIZON YEAR 2050 WITH PROJECT
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 110 15 141 170 250 35 210 95 250 343 40 Future Volume (veh/h) 25 110 15 141 170 250 35 210 95 250 343 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.87 1.00 0.93 1.00 0.95 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 33 145 20 158 191 281 43 256 116 272 373 43 Peak Hour Factor 0.76 0.76 0.76 0.89 0.89 0.89 0.82 0.82 0.82 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 82 373 53 671 352 1202 74 667 290 384 1460 167 Arrive On Green 0.14 0.14 0.14 0.19 0.19 0.19 0.04 0.28 0.28 0.22 0.46 0.46 Sat Flow, veh/h 581 2637 375 3563 1870 2759 1781 2355 1023 1781 3195 365 Grp Volume(v), veh/h 105 0 93 158 191 281 43 190 182 272 206 210 Grp Sat Flow(s),veh/h/ln 1841 0 1752 1781 1870 1380 1781 1777 1601 1781 1777 1783 Q Serve(g_s), s 6.2 0.0 5.8 4.5 11.1 8.1 2.8 10.3 11.0 17.0 8.5 8.7 Cycle Q Clear(g_c), s 6.2 0.0 5.8 4.5 11.1 8.1 2.8 10.3 11.0 17.0 8.5 8.7 Prop In Lane 0.32 0.21 1.00 1.00 1.00 0.64 1.00 0.20
Lane Grp Cap(c), veh/h 260 0 248 671 352 1202 74 503 454 384 812 815 V/C Ratio(X) 0.40 0.00 0.38 0.24 0.54 0.23 0.58 0.38 0.40 0.71 0.25 0.26 Avail Cap(c_a), veh/h 414 0 394 861 452 1350 101 503 454 384 812 815 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 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 0.0 46.7 41.4 44.0 23.8 56.5 34.5 34.8 43.6 20.0 20.0 Incr Delay (d2), s/veh 2.1 0.0 2.0 0.4 2.8 0.2 6.4 2.0 2.4 6.5 0.3 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 3.0 0.0 2.7 2.0 5.4 2.7 1.4 4.7 4.6 8.1 3.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.0 0.0 48.8 41.7 46.8 24.0 62.8 36.5 37.1 50.1 20.4 20.4 LnGrp LOS D A DDDCEDDDCC
Approach Vol, veh/h 198 630 415 688
Approach Delay, s/veh 48.9 35.3 39.5 32.1
Approach LOS DDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 31.1 39.3 22.0 10.3 60.1 27.6
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 6.8 36.6 29.0 Max Q Clear Time (g_c+I1), s 19.0 13.0 8.2 4.8 10.7 13.1 Green Ext Time (p_c), s 0.0 3.9 1.8 0.0 4.7 5.1
Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 110 15 178 120 280 15 165 224 270 244 20 Future Volume (veh/h) 10 110 15 178 120 280 15 165 224 270 244 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.95 1.00 0.88 1.00 0.92 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 12 133 18 191 129 301 17 192 260 380 344 28 Peak Hour Factor 0.83 0.83 0.83 0.93 0.93 0.93 0.86 0.86 0.86 0.71 0.71 0.71 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 67 445 57 456 545 436 28 859 335 435 1553 125 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.02 0.24 0.24 0.24 0.47 0.47 Sat Flow, veh/h 49 1528 196 1208 1870 1498 1781 3554 1388 1781 3306 267 Grp Volume(v), veh/h 163 0 0 191 129 301 17 192 260 380 184 188 Grp Sat Flow(s),veh/h/ln1773 0 0 1208 1870 1498 1781 1777 1388 1781 1777 1796 Q Serve(g_s), s 0.0 0.0 0.0 4.2 3.9 13.1 0.7 3.2 12.9 15.1 4.5 4.6 Cycle Q Clear(g_c), s 5.1 0.0 0.0 9.3 3.9 13.1 0.7 3.2 12.9 15.1 4.5 4.6 Prop In Lane 0.07 0.11 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 569 0 0 456 545 436 28 859 335 435 835 844 V/C Ratio(X) 0.29 0.00 0.00 0.42 0.24 0.69 0.60 0.22 0.78 0.87 0.22 0.22 Avail Cap(c_a), veh/h 769 0 0 599 765 613 131 1212 473 688 1162 1174 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 0.0 21.7 19.8 23.1 36.0 22.4 26.0 26.7 11.5 11.5 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.6 0.2 2.0 18.5 0.1 5.2 7.5 0.1 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/ln2.1 0.0 0.0 2.5 1.5 4.3 0.4 1.3 4.4 6.8 1.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 0.0 0.0 22.3 20.1 25.1 54.4 22.5 31.2 34.2 11.7 11.7 LnGrp LOS C A A CCCDCCCBB
Approach Vol, veh/h 163 621 469 752
Approach Delay, s/veh 20.6 23.2 28.5 23.1
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s22.6 23.7 27.3 5.8 40.5 27.3
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 28.4 25.1 30.1 5.4 48.1 30.1 Max Q Clear Time (g_c+I1), s 17.1 14.9 7.1 2.7 6.6 15.1 Green Ext Time (p_c), s 0.9 1.6 0.9 0.0 2.2 2.2
Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Year 2050 + P AM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 8.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 32 542 588 150 90 41
Future Vol, veh/h 32 542 588 150 90 41
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 82 82 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 35 596 717 183 111 51
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 910 0 - 0 1495 829
Stage 1 - - - - 819 -
Stage 2 - - - - 676 -
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 748 - - - 135 370
Stage 1 - - - - 433 -
Stage 2 - - - - 505 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 741 - - - 126 363
Mov Cap-2 Maneuver - - - - 126 -
Stage 1 - - - - 408 -
Stage 2 - - - - 500 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 85.3

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 741 - - - 126 363
HCM Lane V/C Ratio 0.047 - - - 0.882 0.139
HCM Control Delay (s) 10.1 - - - 116.7 16.5
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.1 - - - 5.6 0.5
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 668 31 460 847 500 35 90 290 710 110 66 Future Volume (veh/h) 43 668 31 460 847 500 35 90 290 710 110 66 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 52 815 38 479 882 521 42 108 0 922 143 0 Peak Hour Factor 0.82 0.82 0.82 0.96 0.96 0.96 0.83 0.83 0.83 0.77 0.77 0.77 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 1226 57 429 947 546 187 196 842 456
Arrive On Green 0.04 0.36 0.36 0.21 0.74 0.74 0.10 0.10 0.00 0.24 0.24 0.00 Sat Flow, veh/h 1781 3452 161 3456 2136 1231 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 52 419 434 479 730 673 42 108 0 922 143 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1836 1728 1777 1589 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 4.1 27.9 27.9 17.4 47.5 52.4 3.0 7.7 0.0 34.1 8.8 0.0 Cycle Q Clear(g_c), s 4.1 27.9 27.9 17.4 47.5 52.4 3.0 7.7 0.0 34.1 8.8 0.0 Prop In Lane 1.00 0.09 1.00 0.77 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 631 652 429 788 705 187 196 842 456 V/C Ratio(X) 0.77 0.66 0.67 1.12 0.93 0.95 0.22 0.55 1.10 0.31 Avail Cap(c_a), veh/h 67 631 652 429 788 705 394 414 842 456 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.26 0.26 0.26 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.7 38.1 38.1 55.5 16.3 16.9 57.4 59.5 0.0 53.0 43.4 0.0 Incr Delay (d2), s/veh 43.3 5.5 5.3 60.9 5.5 8.9 2.2 8.5 0.0 60.4 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 12.8 13.2 10.4 10.8 11.2 1.5 4.0 0.0 21.7 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.0 43.6 43.4 116.3 21.8 25.8 59.6 68.0 0.0 113.3 43.8 0.0 LnGrp LOS F D D F C C E E F D
Approach Vol, veh/h 905 1882 150 A 1065 A
Approach Delay, s/veh 47.3 47.3 65.6 104.0
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.6 55.9 40.0 11.2 68.3 20.5
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 17.4 * 34 34.1 5.3 45.8 31.0 Max Q Clear Time (g_c+I1), s 19.4 29.9 36.1 6.1 54.4 9.7 Green Ext Time (p_c), s 0.0 2.1 0.0 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 63.1
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 829 870 0 1382 510 0 0 0 420 0 536 Future Volume (veh/h) 0 829 870 0 1382 510 0 0 0 420 0 536 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 987 0 0 1519 560 703 0 393
Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.86 0.86 0.86 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2296 0 1662 569 971 0 419
Arrive On Green 0.00 0.65 0.00 0.00 1.00 1.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3647 1585 0 2666 880 3563 0 1536
Grp Volume(v), veh/h 0 987 0 0 1013 1066 703 0 393
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1676 1781 0 1536 Q Serve(g_s), s 0.0 19.1 0.0 0.0 0.0 0.0 25.0 0.0 35.0
Cycle Q Clear(g_c), s 0.0 19.1 0.0 0.0 0.0 0.0 25.0 0.0 35.0 Prop In Lane 0.00 1.00 0.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 0 2296 0 1148 1083 971 0 419
V/C Ratio(X) 0.00 0.43 0.00 0.88 0.98 0.72 0.00 0.94
Avail Cap(c_a), veh/h 0 2296 0 1148 1083 1041 0 449
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.21 0.00 0.00 0.59 0.59 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.1 0.0 0.0 0.0 0.0 46.1 0.0 49.8 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 6.2 17.7 1.9 0.0 26.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 7.0 0.0 0.0 2.0 5.3 11.4 0.0 16.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.3 0.0 0.0 6.2 17.7 48.1 0.0 75.8 LnGrp LOS A B A A B D A E
Approach Vol, veh/h 987 A 2079 1096
Approach Delay, s/veh 12.3 12.1 58.0
Approach LOS B B E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 96.7 43.3 96.7
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 87.7 40.9 87.7
Max Q Clear Time (g_c+I1), s 21.1 37.0 2.0
Green Ext Time (p_c), s 4.7 1.2 17.5
Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 777 290 0 1002 390 870 0 650 0 0 0 Future Volume (veh/h) 22 777 290 0 1002 390 870 0 650 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 914 0 0 1268 0 1178 0 476
Peak Hour Factor 0.85 0.85 0.85 0.79 0.79 0.79 0.91 0.91 0.91 Percent Heavy Veh, % 2 22022222
Cap, veh/h 55 1798 0 2002 1275 0 553
Arrive On Green 1.00 1.00 0.00 0.00 0.56 0.00 0.36 0.00 0.36 Sat Flow, veh/h 50 3191 1585 0 3647 1585 3563 0 1543
Grp Volume(v), veh/h 471 469 0 0 1268 0 1178 0 476
Grp Sat Flow(s),veh/h/ln1624 1617 1585 0 1777 1585 1781 0 1543 Q Serve(g_s), s 3.9 0.0 0.0 0.0 33.9 0.0 44.4 0.0 40.1
Cycle Q Clear(g_c), s 37.8 0.0 0.0 0.0 33.9 0.0 44.4 0.0 40.1 Prop In Lane 0.06 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 942 911 0 2002 1275 0 553
V/C Ratio(X) 0.50 0.51 0.00 0.63 0.92 0.00 0.86
Avail Cap(c_a), veh/h 942 911 0 2002 1626 0 704
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.2 0.0 0.0 0.0 20.7 0.0 43.1 0.0 41.7 Incr Delay (d2), s/veh 1.5 1.7 0.0 0.0 1.5 0.0 7.0 0.0 7.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 0.0 0.0 13.9 0.0 20.7 0.0 16.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.7 1.7 0.0 0.0 22.3 0.0 50.1 0.0 49.0 LnGrp LOS A A A C D A D
Approach Vol, veh/h 940 A 1268 A 1654
Approach Delay, s/veh 1.7 22.3 49.8
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 84.8 84.8 55.2
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 65.1 65.1 63.9
Max Q Clear Time (g_c+I1), s 39.8 35.9 46.4
Green Ext Time (p_c), s 3.8 6.7 3.7
Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P AM 7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 0 10 0 0 5 3 290 5 5 370 23
Future Volume (veh/h) 89 0 10 0 0 5 3 290 5 5 370 23
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.95 1.00 0.89 1.00 0.88 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 97 0 11 0 0 13 3 315 5 6 462 29
Peak Hour Factor 0.92 0.92 0.92 0.38 0.38 0.38 0.92 0.92 0.92 0.80 0.80 0.80 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 196 0 22 0 0 88 7 657 10 14 678 505
Arrive On Green 0.13 0.00 0.13 0.00 0.00 0.06 0.00 0.36 0.36 0.01 0.36 0.36 Sat Flow, veh/h 1563 0 177 0 0 1502 1781 1832 29 1781 1870 1393 Grp Volume(v), veh/h 108 0 0 0 0 13 3 0 320 6 462 29
Grp Sat Flow(s),veh/h/ln1740 0000 1502 1781 0 1861 1781 1870 1393 Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 0.3 0.1 0.0 5.3 0.1 8.4 0.5 Cycle Q Clear(g_c), s 2.3 0.0 0.0 0.0 0.0 0.3 0.1 0.0 5.3 0.1 8.4 0.5 Prop In Lane 0.90 0.10 0.00 1.00 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 218 0 0 0 0 88 7 0 667 14 678 505 V/C Ratio(X) 0.50 0.00 0.00 0.00 0.00 0.15 0.41 0.00 0.48 0.42 0.68 0.06 Avail Cap(c_a), veh/h 1347 0000 1163 222 0 1627 222 1635 1218 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 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.3 0.0 0.0 0.0 0.0 17.9 19.9 0.0 9.9 19.8 10.8 8.3 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.0 0.0 0.8 33.1 0.0 0.5 18.2 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 0.0 0.0 0.0 0.1 0.1 0.0 1.7 0.1 2.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.1 0.0 0.0 0.0 0.0 18.7 52.9 0.0 10.5 37.9 12.0 8.4 LnGrp LOS B AAAABDABDBA
Approach Vol, veh/h 108 13 323 497
Approach Delay, s/veh 18.1 18.7 10.9 12.1
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.8 18.9 9.5 4.7 19.0 6.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 35.0 31.0 5.0 35.0 31.0 Max Q Clear Time (g_c+I1), s 2.1 7.3 4.3 2.1 10.4 2.3
Green Ext Time (p_c), s 0.0 1.9 0.6 0.0 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
May 19, 2026 Item 8
HCM 6th AWSC Year 2050 + P AM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 0 5 5 0 5 5 223 5 5 310 5
Future Vol, veh/h 15 0 5 5 0 5 5 223 5 5 310 5
Peak Hour Factor 0.70 0.70 0.70 0.75 0.75 0.75 0.89 0.89 0.89 0.88 0.88 0.88 Heavy Vehicles, % 2 22222222222
Mvmt Flow 21 0 7 7 0 7 6 251 6 6 352 6
Number of Lanes 0 10010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.7 8.4 10.2 11.9

HCM LOS A A B B

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 75% 50% 100% 0%
Vol Thru, % 0% 98% 0% 0% 0% 98%
Vol Right, % 0% 2% 25% 50% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 228 20 10 5 315
LT Vol 5 0 15 5 5 0
Through Vol 0 223 0 0 0 310
RT Vol 0 5 5 5 0 5
Lane Flow Rate 6 256 29 13 6 358
Geometry Grp 772277
Degree of Util (X) 0.008 0.349 0.043 0.019 0.008 0.481
Departure Headway (Hd) 5.421 4.904 5.425 5.252 5.347 4.834 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 662 735 660 681 671 748
Service Time 3.139 2.622 3.46 3.291 3.063 2.55
HCM Lane V/C Ratio 0.009 0.348 0.044 0.019 0.009 0.479
HCM Control Delay 8.2 10.2 8.7 8.4 8.1 12
HCM Lane LOS ABAAAB
HCM 95th-tile Q 0 1.6 0.1 0.1 0 2.6
May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 1: Hwy 101 & Plaza St/Lomas Santa Fe Dr 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 170 35 165 160 310 70 654 182 200 340 50 Future Volume (veh/h) 70 170 35 165 160 310 70 654 182 200 340 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.88 1.00 0.82 1.00 0.91 1.00 0.93 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 77 187 38 185 180 348 79 735 204 215 366 54 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0.89 0.89 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 164 413 86 763 401 1012 108 759 211 255 1128 164 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.06 0.28 0.28 0.14 0.37 0.37 Sat Flow, veh/h 875 2204 461 3563 1870 2601 1781 2678 743 1781 3080 449 Grp Volume(v), veh/h 161 0 141 185 180 348 79 488 451 215 209 211 Grp Sat Flow(s),veh/h/ln 1827 0 1713 1781 1870 1300 1781 1777 1645 1781 1777 1752 Q Serve(g_s), s 9.4 0.0 8.8 5.2 10.0 11.9 5.2 32.5 32.5 14.1 10.2 10.4 Cycle Q Clear(g_c), s 9.4 0.0 8.8 5.2 10.0 11.9 5.2 32.5 32.5 14.1 10.2 10.4 Prop In Lane 0.48 0.27 1.00 1.00 1.00 0.45 1.00 0.26
Lane Grp Cap(c), veh/h 342 0 321 763 401 1012 108 503 466 255 651 642 V/C Ratio(X) 0.47 0.00 0.44 0.24 0.45 0.34 0.73 0.97 0.97 0.84 0.32 0.33 Avail Cap(c_a), veh/h 411 0 385 861 452 1083 151 503 466 255 651 642 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 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 43.2 39.1 41.0 28.6 55.4 42.5 42.5 50.1 27.3 27.4 Incr Delay (d2), s/veh 2.1 0.0 2.0 0.3 1.7 0.4 8.9 29.8 31.2 22.3 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 3.9 2.3 4.8 3.7 2.6 18.1 17.0 7.8 4.4 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.6 0.0 45.2 39.4 42.7 29.0 64.3 72.3 73.7 72.3 27.9 28.0 LnGrp LOS D A DDDC EEEECC
Approach Vol, veh/h 302 713 1018 635
Approach Delay, s/veh 45.4 35.2 72.3 43.0
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.5 39.3 27.5 12.6 49.2 30.7
Change Period (Y+Rc), s 5.3 5.3 5.0 5.3 5.3 5.0
Max Green Setting (Gmax), s 9.4 34.0 27.0 10.2 33.2 29.0 Max Q Clear Time (g_c+I1), s 16.1 34.5 11.4 7.2 12.4 13.9 Green Ext Time (p_c), s 0.0 0.0 2.6 0.0 4.4 5.6
Intersection Summary
HCM 6th Ctrl Delay 52.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 2: Camino Del Mar/Hwy 101 & Border Ave/Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 130 30 321 140 380 30 316 192 390 265 20 Future Volume (veh/h) 20 130 30 321 140 380 30 316 192 390 265 20 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.93 0.97 0.93 1.00 0.80 1.00 0.91 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 24 155 36 331 144 392 32 333 202 402 273 21 Peak Hour Factor 0.84 0.84 0.84 0.97 0.97 0.97 0.95 0.95 0.95 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 80 445 96 455 642 505 44 779 279 443 1469 112 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.02 0.22 0.22 0.25 0.44 0.44 Sat Flow, veh/h 99 1297 281 1152 1870 1471 1781 3554 1273 1781 3318 253 Grp Volume(v), veh/h 215 0 0 331 144 392 32 333 202 402 145 149 Grp Sat Flow(s),veh/h/ln1676 0 0 1152 1870 1471 1781 1777 1273 1781 1777 1794 Q Serve(g_s), s 0.0 0.0 0.0 17.6 4.7 20.7 1.5 7.0 12.8 19.0 4.3 4.4 Cycle Q Clear(g_c), s 7.8 0.0 0.0 25.4 4.7 20.7 1.5 7.0 12.8 19.0 4.3 4.4 Prop In Lane 0.11 0.17 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 621 0 0 455 642 505 44 779 279 443 787 794 V/C Ratio(X) 0.35 0.00 0.00 0.73 0.22 0.78 0.72 0.43 0.72 0.91 0.18 0.19 Avail Cap(c_a), veh/h 720 0 0 527 758 596 132 948 340 522 864 872 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 0.0 0.0 27.6 20.2 25.5 41.9 29.1 31.4 31.6 14.6 14.7 Incr Delay (d2), s/veh 0.3 0.0 0.0 4.2 0.2 5.5 19.9 0.4 5.9 17.9 0.1 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/ln3.2 0.0 0.0 6.4 1.9 7.3 0.9 2.9 4.2 9.9 1.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 0.0 31.9 20.4 30.9 61.9 29.5 37.3 49.5 14.8 14.8 LnGrp LOS C A A C C C E C D D B B
Approach Vol, veh/h 215 867 567 696
Approach Delay, s/veh 21.6 29.5 34.1 34.9
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s26.1 24.9 35.6 6.7 44.3 35.6
Change Period (Y+Rc), s 4.6 5.9 5.9 4.6 5.9 5.9
Max Green Setting (Gmax), s 25.4 23.1 35.1 6.4 42.1 35.1 Max Q Clear Time (g_c+I1), s 21.0 14.8 9.8 3.5 6.4 27.4 Green Ext Time (p_c), s 0.5 1.9 1.3 0.0 1.6 2.4
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
May 19, 2026 Item 8
HCM 6th TWSC Year 2050 + P PM
3: Via De La Valle & Cedros Ave 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Int Delay, s/veh 20.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 651 802 120 110 52
Future Vol, veh/h 46 651 802 120 110 52
Conflicting Peds, #/hr 10 0 0 10 10 10
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 40 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 87 87 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 49 695 876 131 118 56
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1017 0 - 0 1755 962
Stage 1 - - - - 952 -
Stage 2 - - - - 803 -
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 682 - - - ~ 94 310
Stage 1 - - - - 375 -
Stage 2 - - - - 441 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 676 - - - ~ 86 304
Mov Cap-2 Maneuver - - - - ~ 86 -
Stage 1 - - - - 345 -
Stage 2 - - - - 437 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 218.9

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 676 - - - 86 304
HCM Lane V/C Ratio 0.073 - - - 1.375 0.184
HCM Control Delay (s) 10.7 - - -$ 313.1 19.5
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.2 - - - 9 0.7
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 4: Jimmy Durante Blvd/Valley Ave & Via De La Valle 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 789 35 540 918 440 61 160 650 440 80 83 Future Volume (veh/h) 71 789 35 540 918 440 61 160 650 440 80 83 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 78 867 38 562 956 458 68 178 0 484 88 0 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 1314 58 464 1076 505 250 262 601 325
Arrive On Green 0.05 0.38 0.38 0.13 0.46 0.46 0.14 0.14 0.00 0.17 0.17 0.00 Sat Flow, veh/h 1781 3463 152 3456 2315 1086 1781 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 78 445 460 562 729 685 68 178 0 484 88 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1728 1777 1624 1781 1870 1395 1728 1870 1585 Q Serve(g_s), s 6.1 29.0 29.0 18.8 52.1 54.6 4.8 12.7 0.0 18.8 5.7 0.0 Cycle Q Clear(g_c), s 6.1 29.0 29.0 18.8 52.1 54.6 4.8 12.7 0.0 18.8 5.7 0.0 Prop In Lane 1.00 0.08 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 674 697 464 826 755 250 262 601 325 V/C Ratio(X) 0.86 0.66 0.66 1.21 0.88 0.91 0.27 0.68 0.80 0.27 Avail Cap(c_a), veh/h 90 674 697 464 826 755 422 444 765 414 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 0.39 0.39 0.39 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 66.0 36.0 36.0 60.6 34.0 34.7 53.8 57.2 0.0 55.5 50.1 0.0 Incr Delay (d2), s/veh 54.3 5.0 4.9 103.0 4.6 6.5 2.1 10.6 0.0 5.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 13.1 13.6 14.7 22.4 21.8 2.3 6.6 0.0 8.6 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 120.2 41.0 40.8 163.6 38.6 41.2 55.9 67.8 0.0 60.9 50.6 0.0 LnGrp LOS F D D F D D E E E D
Approach Vol, veh/h 983 1976 246 A 572 A
Approach Delay, s/veh 47.2 75.0 64.5 59.3
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.0 59.3 30.3 13.0 71.3 25.4
Change Period (Y+Rc), s 6.2 * 6.2 5.9 5.9 6.2 5.8
Max Green Setting (Gmax), s 18.8 * 33 31.0 7.1 44.9 33.2 Max Q Clear Time (g_c+I1), s 20.8 31.0 20.8 8.1 56.6 14.7 Green Ext Time (p_c), s 0.0 1.4 2.1 0.0 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 64.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 5: I-5 SB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1052 797 0 1536 450 0 0 0 360 0 472 Future Volume (veh/h) 0 1052 797 0 1536 450 0 0 0 360 0 472 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.96
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1156 0 0 1617 474 535 0 302
Peak Hour Factor 0.91 0.91 0.91 0.95 0.95 0.95 0.98 0.98 0.98 Percent Heavy Veh, % 0 22022 222
Cap, veh/h 0 2497 0 1917 530 769 0 330
Arrive On Green 0.00 0.70 0.00 0.00 1.00 1.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3647 1585 0 2822 754 3563 0 1529
Grp Volume(v), veh/h 0 1156 0 0 1019 1072 535 0 302
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1777 1705 1781 0 1529 Q Serve(g_s), s 0.0 20.1 0.0 0.0 0.0 0.0 19.4 0.0 27.0
Cycle Q Clear(g_c), s 0.0 20.1 0.0 0.0 0.0 0.0 19.4 0.0 27.0 Prop In Lane 0.00 1.00 0.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 0 2497 0 1249 1198 769 0 330
V/C Ratio(X) 0.00 0.46 0.00 0.82 0.89 0.70 0.00 0.92
Avail Cap(c_a), veh/h 0 2497 0 1249 1198 914 0 392
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.28 0.00 0.00 0.66 0.66 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.2 0.0 0.0 0.0 0.0 50.6 0.0 53.6 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 4.0 7.3 1.3 0.0 21.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 6.9 0.0 0.0 1.4 2.4 8.8 0.0 12.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.3 0.0 0.0 4.0 7.3 51.9 0.0 75.3 LnGrp LOS A A A A A D A E
Approach Vol, veh/h 1156 A 2091 837
Approach Delay, s/veh 9.3 5.7 60.4
Approach LOS A A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 104.7 35.3 104.7
Change Period (Y+Rc), s 6.3 5.1 6.3
Max Green Setting (Gmax), s 92.7 35.9 92.7
Max Q Clear Time (g_c+I1), s 22.1 29.0 2.0
Green Ext Time (p_c), s 5.8 1.2 17.5
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 6: I-5 NB Ramps & Via De La Valle 02/21/2023
Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 833 420 0 1067 430 939 0 490 0 0 0 Future Volume (veh/h) 9 833 420 0 1067 430 939 0 490 0 0 0 Initial Q (Qb), veh 0 00000000
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 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 868 0 0 1100 0 1269 0 380
Peak Hour Factor 0.96 0.96 0.96 0.97 0.97 0.97 0.86 0.86 0.86 Percent Heavy Veh, % 2 22022222
Cap, veh/h 33 1855 0 1916 1362 0 591
Arrive On Green 1.00 1.00 0.00 0.00 0.54 0.00 0.38 0.00 0.38 Sat Flow, veh/h 13 3441 1585 0 3647 1585 3563 0 1545
Grp Volume(v), veh/h 467 410 0 0 1100 0 1269 0 380
Grp Sat Flow(s),veh/h/ln1837 1617 1585 0 1777 1585 1781 0 1545 Q Serve(g_s), s 0.0 0.0 0.0 0.0 28.9 0.0 47.8 0.0 28.2
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 28.9 0.0 47.8 0.0 28.2 Prop In Lane 0.02 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1017 872 0 1916 1362 0 591
V/C Ratio(X) 0.46 0.47 0.00 0.57 0.93 0.00 0.64
Avail Cap(c_a), veh/h 1017 872 0 1916 1677 0 727
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 21.5 0.0 41.5 0.0 35.4 Incr Delay (d2), s/veh 1.2 1.5 0.0 0.0 1.3 0.0 7.9 0.0 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 %ile BackOfQ(50%),veh/ln0.4 0.4 0.0 0.0 12.0 0.0 22.3 0.0 10.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.2 1.5 0.0 0.0 22.8 0.0 49.4 0.0 36.1 LnGrp LOS A A A C D A D
Approach Vol, veh/h 877 A 1100 A 1649
Approach Delay, s/veh 1.4 22.8 46.3
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 81.4 81.4 58.6
Change Period (Y+Rc), s 5.9 5.9 5.1
Max Green Setting (Gmax), s 63.1 63.1 65.9
Max Q Clear Time (g_c+I1), s 2.0 30.9 49.8
Green Ext Time (p_c), s 3.3 5.6 3.7
Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

May 19, 2026 Item 8
HCM 6th Signalized Intersection Summary Year 2050 + P PM 7: Camino Del Mar & Project Dwy/Brigantine Dwy 02/21/2023 Seaside Ridge Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 0 4 5 0 20 10 530 15 25 400 88 Future Volume (veh/h) 38 0 4 5 0 20 10 530 15 25 400 88 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.90 1.00 0.94 1.00 0.92 1.00 0.93 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 41 0 4 6 0 25 12 616 17 25 404 89
Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.86 0.86 0.86 0.99 0.99 0.99 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 138 0 13 23 0 94 27 769 21 53 823 646
Arrive On Green 0.09 0.00 0.09 0.08 0.00 0.08 0.02 0.43 0.43 0.03 0.44 0.44 Sat Flow, veh/h 1588 0 155 298 0 1241 1781 1806 50 1781 1870 1468 Grp Volume(v), veh/h 45 0 0 31 0 0 12 0 633 25 404 89
Grp Sat Flow(s),veh/h/ln1743 0 0 1539 0 0 1781 0 1856 1781 1870 1468 Q Serve(g_s), s 1.1 0.0 0.0 0.9 0.0 0.0 0.3 0.0 14.0 0.7 7.3 1.7 Cycle Q Clear(g_c), s 1.1 0.0 0.0 0.9 0.0 0.0 0.3 0.0 14.0 0.7 7.3 1.7 Prop In Lane 0.91 0.09 0.19 0.81 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 0 116 0 0 27 0 790 53 823 646 V/C Ratio(X) 0.30 0.00 0.00 0.27 0.00 0.00 0.44 0.00 0.80 0.47 0.49 0.14 Avail Cap(c_a), veh/h 1148 0 0 1014 0 0 189 0 1376 193 1391 1092 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 0.0 20.5 0.0 0.0 23.0 0.0 11.8 22.5 9.4 7.9 Incr Delay (d2), s/veh 1.1 0.0 0.0 1.2 0.0 0.0 10.5 0.0 1.9 6.5 0.5 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/ln0.5 0.0 0.0 0.3 0.0 0.0 0.2 0.0 4.7 0.3 2.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 0.0 0.0 21.7 0.0 0.0 33.5 0.0 13.7 28.9 9.9 8.0 LnGrp LOS C A A C A A C A B C A A
Approach Vol, veh/h 45 31 645 518
Approach Delay, s/veh 21.2 21.7 14.1 10.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.9 24.5 8.6 5.2 25.2 8.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 34.9 31.0 5.0 35.0 31.0 Max Q Clear Time (g_c+I1), s 2.7 16.0 3.1 2.3 9.3 2.9
Green Ext Time (p_c), s 0.0 4.0 0.2 0.0 2.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
May 19, 2026 Item 8
HCM 6th AWSC Year 2050 + P PM
8: Camino Del Mar & 27th St 02/21/2023
Seaside Ridge Synchro 11 Report

Intersection
Intersection Delay, s/veh44.6
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 0 5 10 0 5 10 660 5 10 334 5
Future Vol, veh/h 25 0 5 10 0 5 10 660 5 10 334 5
Peak Hour Factor 0.82 0.82 0.82 0.38 0.38 0.38 0.92 0.92 0.92 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 30 0 6 26 0 13 11 717 5 12 412 6
Number of Lanes 0 10010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 10.5 10.3 64.6 16.7

HCM LOS B B F C

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 83% 67% 100% 0%
Vol Thru, % 0% 99% 0% 0% 0% 99%
Vol Right, % 0% 1% 17% 33% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 10 665 30 15 10 339
LT Vol 10 0 25 10 10 0
Through Vol 0 660 0 0 0 334
RT Vol 0 5 5 5 0 5
Lane Flow Rate 11 723 37 39 12 419
Geometry Grp 772277
Degree of Util (X) 0.017 1.034 0.069 0.073 0.02 0.626
Departure Headway (Hd) 5.656 5.148 6.951 6.806 5.902 5.387 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 629 701 518 529 601 665
Service Time 3.429 2.92 4.951 4.806 3.688 3.173
HCM Lane V/C Ratio 0.017 1.031 0.071 0.074 0.02 0.63
HCM Control Delay 8.5 65.4 10.5 10.3 8.8 16.9
HCM Lane LOS A F B B A C
HCM 95th-tile Q 0.1 17.9 0.2 0.2 0.1 4.4
May 19, 2026 Item 8
1 Leslie Carrillo
From: Brooke Miller <[email protected]>
Sent: Tuesday, May 19, 2026 11:42 AM
To: City Clerk Mail Box
Cc: Carol Lazier
Subject: Red Dot- Item 8 May 19 Del Mar City Council meeting (Geotechnical comments) Attachments: L07Cmts-DelMarNBluff-0226 3-2-2026.pdf
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Please see attached Red Dot materials relating to Item 8 on tonight’s City of Del Mar City Council Agenda prepared by GeoCon Incorporated and submitted on behalf of Carol Lazier.

The attached memo was previously submitted in February 2026 for consideration in relation to the City Council’s action on the Draft Safety Element, specifically Coastal Hazards, Vulnerability and Risk Assessment. It provides background information on the technical studies performed on the North BluƯ and describes the site-specific constraints and design considerations (e.g. setbacks) which are implemented in the Seaside Ridge project.

This supplements materials previously submitted together with the Project application materials.

Thank you.

Brooke Miller
Partner
501 West Broadway, 18th Floor
San Diego, CA 92101
Direct +1.619.338.6530 | Office +1.619.338.6500
[email protected] | Bio | LinkedIn | sheppard.com
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May 19, 2026 Item 8
6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone (858) 558-6900 ■ www.geoconinc.com February 18, 2026
Ms. Paula Whalen Ms. Carol Lazier Mr. Camille El Khourey 0 Border Avenue 929 Border Avenue 101 Border Avenue
Del Mar, CA 92014 Del Mar, CA 92014 Del Mar, CA 92014
Subject: COMMENTS ON DRAFT CITY OF DEL MAR SAFETY ELEMENT AS

THEY RELATE TO BLUFF-FRONTING PROPERTIES ABOVE NORTH

BEACH IN THE CITY OF DEL MAR AND IMMEDIATELY ADJACENT

TO DEVELOPED PROPERTIES IN THE CITY OF SOLANA BEACH
Dear Ms. Whalen, Ms. Lazier, and Mr. El Khourey:

In accordance with your request, we have reviewed the draft City of Del Mar Safety Element dated December 2025. This document has been recommended for adoption by the City Planning Commission and is targeted for consideration by the City Council this spring.

The purpose of our review was to summarize selected portions of the Safety Element and provide a professional opinion and general comments regarding its applicability to the geotechnical aspects of the bluff-fronting properties above North Beach in the City of Del Mar. These properties are immediately south of extensive residential development that continues north in the City of Solana Beach. The parcels studied are predominantly vacant and intended for residential use, with one parcel developed with a single-family residence (Parcels). The Parcels are identified as the following:
 APNs 298-241-34 & 298-241-35
 APNs 298-241-06, 298-241-07 (929 Border Avenue) & 299-030-14  APN 299-030-15 (101 Border Avenue)
Specifically, our comments focus on the Coastal Hazards, Vulnerability, and Risk Assessment (CHVRA) section of the draft Safety Element as they apply to the North Bluff properties and the recommended building setback presented in Geocon’s geotechnical reports dated September 6, 2019, and March 29, 2023. Additional information is also provided to explain the geologic differences between the bluffs along North Beach (North Bluff) and South Beach (South Bluff) generally located between Powerhouse Park south to the Los Peñasquitos inlet.

In summary, the City is scientifically mistakenly associating the North Bluff properties with CoSMoS Phase 1 data in the City’s draft Safety Element in lieu of relying upon site-specific geologic and May 19, 2026 Item 8
- 2 - February 18, 2026
geotechnical investigations for this area that the City has in its public records for several years. This work includes the site-specific building setback to be applied to future North Bluff development based on an 87-year record of bluff erosion as well as subsurface geotechnical investigations and engineering analysis in this area conducted by Geocon. These studies should remain the primary basis for setback determination and development planning for all North Bluff properties as the primary factor controlling sea cliff erosion in this area is the overall relative strength of the geologic units as evidenced in the peer-reviewed, published geologic literature.

BACKGROUND
The Safety Element is a state-mandated component of the City of Del Mar’s Community Plan (General Plan) that identifies natural and anthropogenic hazards with the potential to affect the City over both short- and long-term timeframes. Its purpose is to establish a policy framework to help the City anticipate and plan for these hazards. The overarching goal is to reduce the community’s exposure to risks associated with fires, floods, droughts, earthquakes, landslides, climate change, and other hazards that may result in life-threatening injuries, property damage, and economic or social disruption. The Safety Element also serves as the basis for adaptation planning.

The Safety Element is one of seven required elements of the City’s General Plan. With respect to community development, it works in conjunction with the Land Use Element, which establishes the location, type, intensity, and distribution of land uses throughout the City and defines land use buildout potential. This includes identifying areas designated for residential, commercial, office, open space, and building-restricted uses, particularly in areas subject to natural hazards.

A section of the draft Safety Element refers to a Coastal Hazards, Vulnerability, and Risk Assessment (CHVRA), which evaluates the City’s vulnerability to coastal hazards. The City prepared the CHVRA in 2016, followed by a supplemental addendum in 2018, which included the preparation and approval of an Adaptation Plan. These assessments evaluated the projected timing and extent of vulnerability affecting City beaches, lagoons, coastal bluffs, visitor-serving amenities, public access areas, residential and commercial development, and public infrastructure. The findings have been used by the City to guide local planning efforts aimed at adaptation, risk minimization, and future response to projected hazards such as sea level rise, flooding, and erosion.

Past City Council Action to Protect the Private Property Interests of its Residents The CHVRA, which is comprised of the 2016 vulnerability study and 2018 addendum, as well as the City’s Adaptation Plan are locally adopted documents and not a part of the City’s certified Local Coastal Program (LCP). While once considered for incorporation into its LCP, in June 2021, the City Council voted to formally withdraw an LCP amendment just prior to the California Coastal Commission’s (CCC) consideration. The withdrawal was based on the City’s acceptance of several policy changes requested by the CCC including a provision for managed retreat (relocating homes) to address hazards associated with rising sea levels. The City disagreed with the CCC’s requests and determined they were not in the best interest of the City. As stated in the City’s letter to the CCC, “The Coastal Commission’s modifications reintroducing managed retreat for private property would irreversibly harm Del Mar, Del Mar beaches, the millions of beach visitors each year, and the 700+ homes in the beach community.

The modifications also include new deed restriction and altered bluff erosion rate calculation requirements for Coastal Bluff Overlay Zone with potential to further apply to another 500+ homes on May 19, 2026 Item 8
- 3 - February 18, 2026
the South Bluff.”1 By withdrawing the LCP amendment, the City’s LCP does not have provisions for long-term adaptation policies to address coastal hazards along its shoreline or to protect the rights of the public and private property owners.

COASTAL HAZARDS, VULNERABILITY AND RISK ASSESSMENT and CoSMoS The 2018 CHVRA addendum compared the 2016 CHVRA assessments of beach erosion, bluff erosion, and coastal flood risk with results from the U.S. Geological Survey’s Coastal Storm Modeling System (CoSMoS 3.0 Phase 2, USGS 2017) and the Federal Emergency Management Agency (FEMA) Flood Insurance Study (FIS) and Flood Insurance Rate Maps (FIRM).

The addendum concluded that: (1) the CHVRA and CoSMoS flood hazard projections, both of which account for sea level rise, are generally consistent and appropriate for adaptation planning and coastal policy development; and (2) the CHVRA shoreline and bluff erosion projections are appropriate for adaptation planning and coastal policy development. Although CoSMoS Phase 2 bluff erosion projections indicate less erosion than the previous CoSMoS Phase 1 data (2016 study), the CHVRA bluff erosion projections (based on CoSMoS Phase 1), which were relied upon for the adopted Adaptation Plan, were deemed appropriate for the purposes of adaptation planning and coastal policy development “to ensure the City is not relying on an under-prediction of future bluff erosion.” However, contrary to the implication of this statement, use of CoSMoS Phase 1 projections for planning purposes is not merely a “conservative” option but an erroneous and scientifically unsubstantiated choice to use given that it is outdated and is based on unrealistic computer modeling, instead of current science as represented by the CoSMoS Phase 2 projections. Moreover, generalized, computer generated modeling projections are not a substitute for actual site-specific geotechnical investigation based on actual, local geology and structural characteristics, which is the most appropriate mechanism for determining appropriate and scientifically defensible site development parameters. In this instance, with respect to the North Bluff properties, site-specific geotechnical investigations have been completed (as discussed below) that represent the best available science as to those properties and the most appropriate planning mechanism for purposes of the Safety Element update as well as future development.

CoSMoS Phases 1 and 2 and Limitations
The Coastal Storm Modeling System (CoSMoS Phases 1 and 2) is a regional guidance tool developed by the U.S. Geological Survey to predict storm-induced coastal flooding, erosion, and cliff failures, and the authors of CoSMoS have made it well known in their published warnings and disclosures that CoSMoS is not intended for site-specific prediction of future bluff retreat and land use development.

Rather, it is intended to assist coastal planners in enhancing public safety and managing coastal resources in a very generalized way. Its primary purpose is hazard screening and regional planning.

CoSMoS Phase 1, used in the City’s 2016 CHVRA study, provides regional-scale assessments over broad coastal areas using lower-resolution data and generalized assumptions regarding coastal morphology (as opposed to site-specific geologic and geotechnical data considering the actual strength 1 June 8, 2021 Letter to CCC: https://www.delmar.ca.us/DocumentCenter/View/7622/City-of-Del-Mar-Notice-of-Withdrawal-of-SLRLCPA-682021#:~:text=Approved%20by%20City%20Council%20on,during%20the%20City%20Council%20direction:

May 19, 2026 Item 8
- 4 - February 18, 2026
and structural characteristics of the localized sea cliffs). Regional erosion rates presented in the document National Assessment of Shoreline Change, Part 4: Historical Coastal Cliff Retreat along the California Coast, U.S. Geological Survey Open-File Report 2007-1133 (Hapke & Reid, 2007) were used as the basis for the future cliff projections.

CoSMoS Phase 2 builds upon Phase 1 by incorporating higher-resolution nearshore data, improved wave transformation and runup calculations, and more refined representations of coastal processes such as wave-driven erosion, cliff failure, and beach-bluff interactions. Phase 2 is better suited for localized risk assessments and adaptation planning; however, it still does not replace site-specific geotechnical or engineering analyses because it does not incorporate or rely on actual site-specific geologic and geotechnical data concerning the actual strength and structural characteristics of the localized sea cliffs.

Although CoSMoS Phase 2 was better suited for localized risk assessment, it was not recommended for adoption as the primary policy to avoid revising previously adopted conservative erosion assumptions downward, as noted above. Modeled storm-driven erosion rates were used in the Phase 2 analysis in lieu of averaged low resolution measured historical retreat rates in Phase 1 largely derived from regional historic shoreline datasets (Hapke & Reid). Figure 1 (attached), from the CHVRA, presents a comparison of projected bluff-top positions from CoSMoS 3.0 Phase 1 and Phase 2 along North Beach, Del Mar, under various sea level rise scenarios.

These modeling tools are appropriate for screening-level analyses because they rely on overly generalized assumptions regarding bluff geometry, soil and bedrock properties, groundwater conditions, and erosion processes which are suitable for regional-level evaluation. Such assumptions cannot adequately represent localized conditions that control site-specific bluff failure mechanisms.

A proper, industry-standard, and legally defensible geotechnical investigation directly evaluates sitespecific conditions through direct measurements of bluff retreat rates from historical aerial photographs, field mapping, subsurface exploration, laboratory testing and engineering analysis to identify actual failure mechanisms, and risks. Accordingly, site-specific geotechnical studies provide the most reliable basis for setback and stability determinations, while CoSMoS outputs are best considered as background information rather than substitutes for site-specific analysis in development review.

As indicated above, the authors of Open-File Report 2007-1133 and CoSMoS provide several disclaimers, including the following:
 “Rates of change are being published for the purpose of regional characterization. The results and products prepared by USGS are not intended for comprehensive, detailed site-specific analysis of cliff retreat” (Hapke & Reid).
 "The results and products prepared by the USGS are not intended for comprehensive detailed site-specific analysis of cliff retreat, nor are they intended to replace any official sources of cliff erosion information identified by local or state government agencies, or other federal entities that are used for regulatory purposes. Retreat rates presented herein may differ from other published rates, and differences do not necessarily indicate that the other rates are inaccurate.

May 19, 2026 Item 8
- 5 - February 18, 2026
Some discrepancies are expected, considering the many possible ways of determining cliff edge positions and rates of change, and the inherent uncertainty in calculating these rates. Rates presented in this report represent cliff retreat under past conditions. The results are not intended for predicting future cliff edge positions or future rates of cliff retreat” (Hapke & Reid).  "This interactive mapping tool, including its data (tool and data) are provided for informational purposes. The tool and data are not for the purpose of providing advice or guidance on issues or activities related to its content including, but not limited to navigation, investment, development or permitting." CoSMoS Phase 1 – Cliffs Mapping Tool webpage.  "The CoSMoS cliff projections are large-scale, long-term estimates of cliff behavior. They project the long-term rate that results from multiple cliff failures accumulating through time, rather than the exact timing of individual cliff failure events. If you're looking at 1) short-term site-specific behavior, as in "how soon is this cliff likely to fail", or 2) how a site-specific crossshore cliff profile might evolve through time, CoSMoS cliffs are probably not the right tool and should be supplemented by local, more technically detailed investigations." CoSMoS Phase 1 – Cliffs Mapping Tool webpage.
 “CoSMoS was not developed to support site-specific engineering projects (e.g., site design) and is not necessarily compatible with engineering design codes and guidance. CoSMoS was designed to assess community-scale vulnerabilities and for broadly identifying where more detailed geo-technical engineering studies may be required” USGS CoSMoS 3.0 Frequently Asked Questions (Southern California Region).

SITE-SPECIFIC GEOTECHNICAL STUDY
Geocon performed comprehensive site-specific geotechnical investigations of the properties above North Beach between 2016 and 2019, with updates completed in 2023. These site-specific investigations included excavating 43 borings and trenches, performing 160 laboratory tests, conducting detailed bluff-face mapping, development of 25 geologic cross-sections, and slope stability analyses evaluating both static and seismic conditions. This work, combined with analyses of historical and future predicted erosion rates considering sea level rise, formed the technical basis for recommending a conservative project setback in accordance with accepted standards of practice and CCC sea level rise guidance.

To evaluate historic bluff retreat, a high precision orthophotograph was produced from a commissioned aerial survey conducted in 2019, supplemented by historical aerial photographs from 1932 and 1953. This provided an 87-year analysis period, compared to the 65-year timeframe used in CoSMoS Phase 1 which their time span ended in 2000. A photogrammetrist geo-referenced the historical imagery used by Geocon to ensure accuracy. Geocon’s analysis utilized 66 measurement stations at 20-foot intervals, compared to 4 low-resolution data points spaced approximately 300 feet apart along North Bluff in the CoSMoS Phase 1 study. Geocon’s historical rate calculation combined with the predicted future erosion rate over the life of the project, considering sea level rise incorporated into the slope stability analysis, supported the recommended building setback line. Figure 2, attached, presents the recommended building setback line based on Geocon’s site-specific study as well as the 2.0m SLR future cliff retreat positions published in CoSMoS 3.0, Phase 1 and Phase 2.

May 19, 2026 Item 8
- 6 - February 18, 2026
LiDAR
Policy 5.8 of the draft Safety Element calls for coordination with the Scripps Institution of Oceanography (SIO) to obtain monitoring data related to ocean conditions and beach and bluff erosion to “inform plans for avoidance and minimization of shoreline hazards.” Scientists from SIO have been performing direct, high-resolution monitoring of the South Bluff portion of the Del Mar bluffs for roughly 25 years using LiDAR (Light Detection and Ranging) to measure erosion and cliff change.

Early datasets were episodic and not uniform in resolution using airborne LiDAR, followed by intermittent airborne and terrestrial surveys.

Since 2018, high-frequency truck-mounted mobile LiDAR has been used which produces very high resolution, short interval change detection of bluff failures and retreat. This is the work most people are referring to when they hear “Scripps LiDAR measurements” today, and it is typically discussed in the context of bluff instability along South Beach and the LOSSAN rail corridor along the South Bluff. While Geocon understands that SIO has recorded episodic slope failures along North Bluff, to our knowledge, no peer-reviewed, long-term bluff-top retreat rates that are based on site-specific data have been published or adopted by regulatory agencies for setback determination at North Bluff, and therefore should not be relied upon, on its own, in lieu of a site-specific geotechnical investigation.

With respect to the North Bluff, it is Geocon’s opinion that the observational and event-based nature of the SIO data has not been developed, validated, or adopted as a regulatory or engineering basis for long-term bluff-top setback determination, and does not provide the engineering framework or sitespecific geotechnical investigation required for development-level setback decisions by the City of Del Mar. Additionally, the shorter duration of LiDAR monitoring does not capture the long-term episodic nature of bluff retreat along North Bluff evaluated in Geocon’s 87-year analysis.

NORTH BLUFF vs. SOUTH BLUFF
It appears that SIO researchers have recently focused their effort on South Bluff since it poses the greatest risk for instability due to its composition and has threatened the LOSSAN rail corridor with bluff collapse for some time. Geocon believes it’s important to provide some supplemental information to point out the differences in bluff composition and failure mode between South Bluff (rail corridor) and North Bluff considering the publicity that South Bluff is experiencing due to the rail line slope instability and bluff stabilization projects.

The South Bluff has a documented history of slope instability that has periodically affected the LOSSAN rail corridor, most recently prompting emergency repairs by SANDAG. Instability is primarily driven by exposed weak mudstone of the Del Mar Formation at the base of the South Bluff, which is highly susceptible to wave erosion and accelerated bluff retreat. Overlying low-cohesion terrace deposits are prone to toppling once this mudstone is undermined. This pattern of erosion and slope failure is recurrent along South bluff and is expected to intensify with sea level rise and major storm events. Groundwater migration from up-gradient irrigation and meteoric sources further exacerbates instability, with seepage commonly observed along the bluff face despite the installation of horizontal drains. As summarized in the City’s June 2021 letter to the CCC, there are over 500 homes along the South Bluff.

May 19, 2026 Item 8
- 7 - February 18, 2026
In contrast, the lower portions of the North Bluff that are exposed to wave erosion are composed of dense, well cemented siltstone and sandstone of the Del Mar Formation, overlain by very dense Torrey Sandstone. These competent materials form an approximately 30-foot-high near-vertical erosionresistant bluff face that functions similarly to a natural “sea wall,” resulting in substantially lower erosion and retreat rates compared to South Bluff. While six small sea caves have been identified at the base of the North Bluff, they are limited in size and generally oriented subparallel to the bluff face.

Due to their orientation, these features do not affect the site-specific building setback applied to future North Bluff development.

Bluff retreat at South Bluff is more rapid than that which occurs at the North Bluff because the failure modes are distinctly different. Bluff retreat at South Bluff is primarily due to rotational and translational landsliding resulting from a combination of inherently soft, highly fractured mudstone and heavy groundwater seepage. Bluff retreat at North bluff is primarily by infrequent small to moderate-sized block falls controlled by widely spaced bluff- parallel fractures and slow grain-by-grain erosion in wellcemented sandstone and siltstone.

SUMMARY
In summary, while the City’s draft Safety Element and its supporting CHVRA and CoSMoS analyses provide an appropriate regional framework for identifying coastal hazards and informing long-term policy and adaptation planning, it is Geocon’s position that these tools are not intended to replace sitespecific geotechnical evaluation for development-level decision making by the City. For the vacant and developed North Bluff properties, the comprehensive geotechnical investigations by Geocon, including detailed subsurface exploration, long-term historical and future erosion analysis considering the influence of sea level rise, bluff mapping, and slope stability modeling provides the most reliable and technically sound basis for evaluating bluff retreat and establishing building setbacks.

Additionally, regional modeling tools and observational LiDAR datasets, including those developed by USGS and SIO, are valuable for screening and monitoring purposes, but they have not been developed or validated with the duration and engineering analysis required to characterize localized geologic conditions, long-term recession rates and failure mechanisms, and determine building setback criteria for future development along North Bluff.

In conclusion, it is Geocon’s opinion that it would be inappropriate for the City to rely solely upon CoSMoS data in the City’s draft Safety Element for the North Bluff properties. Further, it is also Geocon’s opinion that the CoSMoS Phase 1 data should not be incorporated into the City’s policy framework. The City has copies of all site-specific investigations of the North Bluff properties, including the site-specific building setback to be applied to future North Bluff development. Accordingly, the sitespecific geotechnical studies by Geocon should remain the primary basis for setback determination and development planning for all North Bluff properties.

May 19, 2026 Item 8
- 8 - February 18, 2026
Should you have any questions regarding this correspondence, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience.

Very truly yours,

GEOCON INCORPORATED
David B. Evans
CEG 1860
[email protected]
Benjamin T. Benumof
Ph.D., Esq.
[email protected]
Stanley Helenschmidt
GE 2064
[email protected]
Michael W. Hart
CEG 706
[email protected]
DBE:SH:BTB:MWH:kv
DBE:(e-mail) Addressee
May 19, 2026 Item 8
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SHEET OF APPROX. SCALE DATE GEOTECHNICAL ENVIRONMENTAL MATERIALS 1" = NORTH BLUFF DEL MAR, CALIFORNIA50' 02 - 18 - 2026 1 1 &L9FF RE8REA8 CO1PARISONS - CSS1SS 0, DEL 1AR V9LNERA&ILI8= ASSESS1EN8 2018 FIGURE 1 May 19, 2026 Item 8
Border Avenue DEL MAR SOLANA BEACH City CoSMoS Phase 1 Setback 2.0m SLR Bluff Setback per Geocon's Site Specific Analysis & SLR Bluff Setback per Geocon's
Site Specific Analysis & SLR
Bluff Setback per Geocon's
Site Specific Analysis & SLR CoSMoS Phase 2 Cliff Retreat 2.0m SLR APN: 2982411800 APN: 2982413400 APN: 2982412900 APN: 2990301600
APN: 2990301500
APN: 2990301400
APN: 2982413600
APN: 2982413500
APN: 2982410600
APN: 2982410700
6960 FLANDERS DRI:E  SAN DIE+3 CALIF3RNIA 92121  2974PH3NE 858 5586900  FAX 858 5586159 SHEET OF SCALE DATE GEOTECHNICAL ENVIRONMENTAL MATERIALS 1" = NORTH BLUFF DEL MAR, CALIFORNIA40' 02 - 18 - 2026 1 1 CLIFF RETREAT AND BLUFF SETBACK EXHIBITFIGURE 2 May 19, 2026 Item 8
1 Leslie Carrillo
From: Peter Bergquist <[email protected]>
Sent: Tuesday, May 19, 2026 11:53 AM
To: City Clerk Mail Box
Subject: Seaside Ridge project
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I wanted to express my opposition to the Seaside Ridge project. I find it to be an inappropriate location and as well it would add to the major traffic congestion on Via De La Valle due to all the events held at the Del Mar Fair Grounds throughout the year, especially the Country Fair and the Horse Races.

During events at the Del Mar Fair Grounds traffic on Via De La Valle is already backed up way beyond the 5 Freeway exit at Via De La Valle and because of this it takes an extraordinary amount of time just to get to the intersection of Via De La Valle and Coast Highway.

This project would add many, many more cars on Via Del La Valle and cause major congestion at the intersection of Via De La Valle and Coast
Highway.

Due to the congestion it would make it difficult if not impossible for emergency vehicles to get to where they need to get to in a timely manner.

Peter Bergquist
727B beachfront Drive
solana beach, CA 92075
May 19, 2026 Item 8
1 Leslie Carrillo
From: City Clerk Mail Box
Sent: Tuesday, May 19, 2026 12:17 PM
To: Leslie Carrillo
Subject: FW: Sea side Ridge-259 units Border Ave.

From: Tanya K <[email protected]>
Sent: Tuesday, May 19, 2026 11:57 AM
To: City Clerk Mail Box <[email protected]>
Cc: [email protected]; Daniel Kornoff <[email protected]> Subject: Sea side Ridge-259 units Border Ave.

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Hello City Clerk,
Please be advised we are opposed to this building proposal of 259 units on Border Ave.

See below comments from Andrew.

Please count 4 of us against this proposal.

Fred Kornoff
Daniel Kornoff
Andrew Kornoff
Jean Kornoff
Thank you
Jean Kornoff
767 Pacific Surf
Del Mar Beach Club
May 19, 2026 Item 8
2 May 19, 2026 Item 8
1 Robert Silva
From: ulla rang <[email protected]>
Sent: Friday, May 15, 2026 12:06 PM
To: City Clerk Mail Box
Subject: Item 9, City Council MeetingMay 19, 2026
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Flag Status: Flagged
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Dear City Council,
I see that you will be discussing Affordable Housing (Item 9), and would like to remind you again in regards to parcel 3 and 1 that what we need down here in Old Del Mar is families. We need more kids and young people. Please make these affordable housings for families. An upgraded Shores park is on the horizon with hopefully a playground, basketball court and run-around area - plus area for dogs.Let's bring in families that will appreciate all that. Instead of squeezing in 8 miniature studios on ONE lot, please make parcel number 1 available too for affordable housing and put 4 good size units on each.

Why has parcel 1 been taken out of the equation? Put it back in. It's the same size as parcel 3 and not to mention the amazing view they will get there. If you don't want to put parcel 1 in, please give me a good explanation why that parcel is sacred and untouchable for Affordable housing, because to me and everyone else, it makes no sense. The only other reason that could make sense was that we need somewhere for the Alonzo house to be situated to free up more land for the park. But in all honesty, the Alonzo house comes from 10th Street and if we were to choose whether it should go to parcel 1 or 3, it should be placed on the parcel that sits on 10th street - parcel 3, out of historical reasons. Then build 4 family affordable units on parcel 1.

All in all - we need families! We need diversity in age AND economical situations. We want to see kids around around and growing up enjoying del Mar and growing up by the ocean. And soon there will also be a safe crossing close by over/under the railroad on the bluff. Give some kids the chance to grow up here! Best,
Camilla Rang
10th Street
May 19, 2026 Item 9
1 Leslie Carrillo
From: JoyDelMar <[email protected]>
Sent: Monday, May 18, 2026 2:10 PM
To: Tracy Martinez; John Spelich; Dan Quirk; Terry TG. Gaasterland; City Clerk Mail Box Subject: City Council Meeting-May 19, 2026-Item #9
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Dear Mayor Martinez, Council members Spelich, Quirk, and Gaasterland, Item #9 includes an update and discussion about the affordable housing plans for the 10th Street lot. The City has been working on this for many years, but unfortunately many neighbors still have not been told about this.

State law requires that notices be mailed to all property owners within 300 feet whenever there is to be a City Council vote related to the development of this property. This has not been done; so I hope that in the future the City will mail out the required notices and start posting them on their website.

It would also be very helpful if there was an Affordable Housing portal that included notices of the meetings and all of the available public records, documents and studies related to this property.

Thank you,
Joy Shadle Ehrenfeld
10th Street
May 19, 2026 Item 9
1 Leslie Carrillo
From: Brooke Miller <[email protected]>
Sent: Tuesday, May 19, 2026 11:19 AM
To: City Clerk Mail Box
Cc: Carol Lazier; [email protected]; [email protected] Subject: Red Dot-Item 9 May 19 Del Mar City Council meeting Attachments: FINAL Red Dot Item 9 City Council May 19.pdf CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe.

Please see attached Red Dot comment letter relating to Item 9 on tonight’s City of Del Mar City Council Agenda submitted on behalf of Carol Lazier.

Brooke Miller
Partner
501 West Broadway, 18th Floor
San Diego, CA 92101
Direct +1.619.338.6530 | Office +1.619.338.6500
[email protected] | Bio | LinkedIn | sheppard.com
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May 19, 2026 Item 9
Sheppard, Mullin, Richter & Hampton LLP
501 West Broadway, 18th Floor
San Diego, CA 92101
T: +1.619.338.6500 | F: +1.619.234.3815 sheppard.com
May 19, 2026 +1.619.338.6530
[email protected]

VIA EMAIL ONLY
Mayor Tracy Martinez and Members of the City Council
City of Del Mar
c/o City Clerk
Email: [email protected]
Re: Red Dot — May 19, 2026 City Council Agenda, Item 9
Dear Mayor Martinez and Members of the City Council:

This correspondence comments on behalf of Carol Lazier (“Owner”) as trustee of the Stensrud Lazier Holding Trust 10-17-11, owner of two parcels of real property identified as 929 Border Avenue, APNs 298-241-06 and -07 (herein, the “Property”) and discussed in the Staff report for Item 9 on your May 19, 2026, agenda.

While we appreciate and support the City’s efforts to meet its Regional Housing Needs Assessment (RHNA) targets, the Staff recommendation not only risks potential new violations of State housing laws by proposing to rezone the Property to a lower density than what was assumed in the City’s Housing Element and subjecting future development to discretionary review, but also proposes to do so in a manner that may significantly increase the timeframe to accomplish rezoning and delivery of housing by requiring extensive environmental review, notwithstanding recent changes in State law that exempt rezoning to implement the schedule of actions contained in an approved housing element. We therefore urge the City Council to proceed in accordance with State housing law to implement Program 1E to rezone the Property to the Housing Element Implementation Overlay Zone (“HEI-OZ”), codified at Del Mar Municipal Code (DMMC) Chapter

30.92, certified by the Coastal Commission and created “in anticipation of applying it to various parcels during the City’s 6th Housing Element Cycle (2021-2028)” including the Property (“up to six parcels along Border Avenue/North Bluff and up to three vacant parcels at the south end of Stratford Court”)1 to allow housing by right at a density of up to 25 dwelling units per acre (du/ ac).2
1 See Coastal Commission staff report, May 11-13, 2022, Item W16b, at w16b-5-2022-report.pdf. 2 The Staff report and recommendation also ignore the City’s obligations under State housing laws to approve the proposed Seaside Ridge Project (PDA 220-1/ CDP 23-008), which qualifies as a Builder’s Remedy project as defined in the Housing Accountability Act, Government Code section 65589.5(h)(11).

As the State Department of Housing and Community Development has advised, the City must continue to process housing development applications submitted during the time the City’s housing element was out of compliance, pursuant to Government Code section 65585, subdivision (d)(5). As the California Department of Justice has advised, regardless of the City’s motivation, evading a lawful Builder’s Remedy application would be a violation of Government Code section 65589.5, subdivisions (f)(6)(E) and (k)(1)(A)(ii)(IV). Further, the City cannot avoid its obligation pursuant to Government Code section 65583(g)(1), under State law to approve the Project, which includes at least 49% affordable units, because May 19, 2026 Item 9
May 19, 2026

The City is obligated to proceed with rezoning the Property to allow a maximum density of 25 du/ac pursuant to its Housing Element, Program 1E. The City has failed to meet the deadline to rezone the Property pursuant to Government Code section 65583.2(c) and has failed to meet the requirements of Housing Element Program 3A to secure a binding agreement with the 22nd District Agricultural Association (“22nd DAA”) for the siting of housing on the State Fairgrounds property by April 2024. Although the Staff report asserts that these mandates do not apply because the Property is a “contingency” site, Housing Element Appendix B-1 “Candidate Sites Analysis” includes the Property (Table B-7, “Low and Very Low-Income Sites”), and past City correspondence also identifies the Project site as a “candidate” site. The State Housing and Local Land Development Opportunities Map also identifies the Project site as a “Housing Element Site to be Rezoned” (see, Exhibit A). As such, the Property is required to be rezoned pursuant to Program 1E and State law.

Further, the public record is clear that no binding commitment to site housing on the State Fairgrounds property has been made. Notwithstanding the State Department of Housing and Community Development’s (“HCD”) correspondence with the City regarding the City’s continuing efforts to accommodate housing at the State Fairgrounds property, the 22nd DAA is not expected to complete its Master Plan efforts until 2027 and cannot feasibly make a commitment to a ground lease by November 2026. We also understand that a ground lease would require special legislation to extend the maximum time for a ground lease on the Fairgrounds property in order to make a project feasible, and which would not be effective (if adopted at all) until January 2027 at the earliest. Regardless, the fact remains that the express language of the City’s Housing Element requires a “binding commitment” to site such housing by April 2024 in order to avoid rezoning pursuant to Program 1E, a timeline that lapsed over two years ago. Accordingly, notwithstanding its continuing efforts regarding housing on the Fairgrounds property, the City is legally obligated to implement Housing Element Program 1E by rezoning the Property to allow a maximum density of 25 du/ acre.

CEQA (Pub. Res. Code §§ 21000 et seq.), as amended by Senate Bill (SB) 131 (2025), expressly exempts rezoning that implements the schedule of actions contained in an approved housing element. (Pub. Res. Code § 21080.085(a) [“This division does not apply to a rezoning that implements the schedule of actions contained in an approved housing element pursuant to subdivision (c) of Section 65583 of the Government Code.”].) To fit the exemption, the rezoning must exclude “Natural and protected lands” as defined in Public Resources Code section 21067.5 [“Subdivision (a) applies to a rezoning that contains within its boundaries any natural and protected lands as defined pursuant to Section 21067.5 if those natural and protected lands are excluded from the rezoning.”]. As demonstrated by the technical studies submitted for the proposed Seaside Ridge Project (PDA 220-1/ CDP 23-008), the areas of the Property proposed for development are not in a conserved or protected area, a Very High Fire Hazard Severity Zone, a hazardous waste site, wetlands or prime farmland, or a regulatory floodway as determined by FEMA in its official maps and do not contain an “environmentally sensitive area” as defined in Public Resources Code section 30107.5 (“area in which plant or animal life or their habitats are either rare or especially valuable”). SB 131 became effective as urgency legislation in June 2025, with the express intent to remove a major regulatory hurdle and prevent CEQA litigation from delaying critical housing sites. A full environmental impact report or extensive consistency evaluation is not necessary in light of the new statutory exemption and technical studies the Project is located on a site required to be rezoned pursuant to the City’s Housing Element. Please reference our full comments relating to the Project submitted with respect to Item 8 on today’s agenda.

May 19, 2026 Item 9
May 19, 2026

demonstrating the Property qualifies for the exemption, and would result in unnecessary delays in delivering housing in the City. Therefore, the City should proceed with rezoning the Property to the HEI-OZ to implement Program 1E subject to a statutory exemption under CEQA section 21080.085(a).

The Staff recommendation to initiate rezoning of the Property at a density of 20 dwelling units per acre would unduly reduce affordable housing capacity identified in the City’s 6th Cycle Housing Element and put the City at risk of violating the State’s “No Net Loss Law”, Government Code section 65863, unless the City demonstrates that it has adequate capacity to accommodate its RHNA or rezones alternative sites to accommodate the loss. The recommended action to initiate rezoning of the Property to allow housing development subject to future discretionary approval and CEQA review also violates the mandates of State Housing Element Law (Gov. Code § 65583.2(h)(1)) which requires the City to accommodate 100 percent of the need for housing for lower income households on sites that “shall be zoned to permit owner-occupied and rental multifamily residential use by right for developments in which at least 20 percent of the units are affordable to lower income households during the planning period.” (Emphasis added.) As such, the recommended action subjects the City’s Housing Element to potential decertification. (New Commune DTLA LLC v. City of Redondo Beach (2025) 115 Cal. App. 5th 111, 130.) The City should rezone the Property to the HEI-OZ to accommodate housing by right in accordance with State housing laws.

On behalf of the Owner, we therefore request the City Council proceed to rezone the Property to the HEI-OZ, subject to the statutory exemption from CEQA under Public Resources Code § 21080.085(a), to implement its Housing Element Program 1E. We appreciate the City’s efforts to further housing in the Coastal region and look forward to future cooperation with respect to development of the Property.

Sincerely,
Brooke Miller
for SHEPPARD, MULLIN, RICHTER & HAMPTON LLP
Attachments:

Exhibit A: State Housing and Local Land Development Opportunities Map: Housing Element Sites to be Rezoned
cc: Carol Lazier
David Pai, Department of Justice
Melinda Coy, Department of Housing and Community Development May 19, 2026 Item 9
May 19, 2026

Exhibit A
State Housing and Local Land Development Opportunities Map (accessed from https://experience.arcgis.com/experience/670e112e04ae415e9755f2d65fded76c/page/Page?vi ews=Housing-Element-Sites-to-be-Rezoned-%282021-and-beyond%29, May 18, 2026) May 19, 2026 Item 9