Cities Index.
Attachment E - BCS 15183 checklist

City Council and Concurrent Authorities
July 7, 2026

Document
Attachment E - BCS 15183 checklist
Meeting
July 7, 2026
Body
City Council and Concurrent Authorities
Pages
28
Original file
92.4 MB
Text extracted from the city's file for reading and search. Open the original on legistar1.granicus.com. That file is the official record.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 419 395 150 379 7 242 322 65 36 474 151 Future Volume (veh/h) 109 419 395 150 379 7 242 322 65 36 474 151 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 116 446 420 160 403 7 257 343 69 38 504 161 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 145 561 475 192 598 10 290 1092 217 54 633 201 Arrive On Green 0.08 0.30 0.30 0.11 0.33 0.33 0.16 0.37 0.37 0.03 0.24 0.24 Sat Flow, veh/h 1781 1870 1585 1781 1833 32 1781 2942 584 1781 2653 843 Grp Volume(v), veh/h 116 446 420 160 0 410 257 205 207 38 337 328 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1865 1781 1777 1750 1781 1777 1719 Q Serve(g_s), s 7.4 25.3 29.1 10.2 0.0 21.9 16.3 9.5 9.7 2.4 20.5 20.7 Cycle Q Clear(g_c), s 7.4 25.3 29.1 10.2 0.0 21.9 16.3 9.5 9.7 2.4 20.5 20.7 Prop In Lane 1.00 1.00 1.00 0.02 1.00 0.33 1.00 0.49
Lane Grp Cap(c), veh/h 145 561 475 192 0 608 290 659 649 54 424 410 V/C Ratio(X) 0.80 0.79 0.88 0.83 0.00 0.67 0.88 0.31 0.32 0.70 0.79 0.80 Avail Cap(c_a), veh/h 463 730 618 463 0 727 463 909 895 463 909 879 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 37.1 38.5 50.4 0.0 33.6 47.2 25.8 25.9 55.4 41.3 41.4 Incr Delay (d2), s/veh 9.6 4.6 11.7 9.0 0.0 1.9 11.7 0.3 0.3 15.0 3.4 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 11.8 12.2 4.9 0.0 9.8 7.9 3.8 3.9 1.3 9.3 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.7 41.7 50.1 59.5 0.0 35.5 58.9 26.1 26.2 70.4 44.7 45.0 LnGrp LOS E D D E A D E C C E D D
Approach Vol, veh/h 982 570 669 703
Approach Delay, s/veh 47.7 42.2 38.7 46.2
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.4 40.6 23.8 33.5 14.4 43.6 8.5 48.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 30.0 45.0 30.0 59.0 30.0 45.0 30.0 59.0 Max Q Clear Time (g_c+I1), s 12.2 31.1 18.3 22.7 9.4 23.9 4.4 11.7 Green Ext Time (p_c), s 0.4 3.5 0.5 4.8 0.3 2.2 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 62 252 241 265 244 102 434 465 330 259 591 169 Future Volume (veh/h) 62 252 241 265 244 102 434 465 330 259 591 169 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.82 1.00 0.97 1.00 0.99 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 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 68 277 265 291 268 112 477 511 363 285 649 186 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 88 360 313 403 281 117 537 756 333 307 817 350 Arrive On Green 0.24 0.24 0.24 0.23 0.23 0.23 0.16 0.21 0.21 0.17 0.23 0.23 Sat Flow, veh/h 365 1487 1292 1781 1241 519 3456 3554 1563 1781 3554 1523 Grp Volume(v), veh/h 345 0 265 291 0 380 477 511 363 285 649 186 Grp Sat Flow(s),veh/h/ln 1852 0 1292 1781 0 1760 1728 1777 1563 1781 1777 1523 Q Serve(g_s), s 28.5 0.0 32.2 24.8 0.0 35.0 22.2 21.7 35.0 25.9 28.3 17.6 Cycle Q Clear(g_c), s 28.5 0.0 32.2 24.8 0.0 35.0 22.2 21.7 35.0 25.9 28.3 17.6 Prop In Lane 0.20 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 449 0 313 403 0 399 537 756 333 307 817 350 V/C Ratio(X) 0.77 0.00 0.85 0.72 0.00 0.95 0.89 0.68 1.09 0.93 0.79 0.53 Avail Cap(c_a), veh/h 450 0 314 2166 0 2140 735 756 333 379 817 350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 0.0 59.4 58.8 0.0 62.8 68.1 59.5 64.7 67.0 59.7 55.5 Incr Delay (d2), s/veh 7.9 0.0 18.8 0.9 0.0 5.8 10.0 2.4 76.1 25.6 5.4 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.5 0.0 12.3 11.2 0.0 16.1 10.5 10.0 20.8 13.7 13.1 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.9 0.0 78.2 59.7 0.0 68.6 78.1 61.9 140.9 92.6 65.1 57.1 LnGrp LOS EAEEAEEEFFEE
Approach Vol, veh/h 610 671 1351 1120
Approach Delay, s/veh 71.2 64.7 88.8 70.8
Approach LOS E E F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 34.4 41.0 43.2 31.6 43.8 45.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 35.0 35.0 200.0 35.0 35.0 40.0 Max Q Clear Time (g_c+I1), s 27.9 37.0 37.0 24.2 30.3 34.2 Green Ext Time (p_c), s 0.5 0.0 0.2 1.3 1.9 1.8
Intersection Summary
HCM 6th Ctrl Delay 76.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 157 4 139 225 16 14 191 882 62 64 1006 109 Future Volume (vph) 157 4 139 225 16 14 191 882 62 64 1006 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 3495 1770 3478 Flt Permitted 0.36 1.00 0.52 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 662 1583 969 1563 1770 3495 1770 3478 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 178 5 158 256 18 16 217 1002 70 73 1143 124 RTOR Reduction (vph) 0 0 73 0 0 12 040070
Lane Group Flow (vph) 0 183 85 0 274 4 217 1068 0 73 1260 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 26.3 26.3 26.3 26.3 17.9 55.7 8.4 46.2 Effective Green, g (s) 26.3 26.3 26.3 26.3 17.9 55.7 8.4 46.2 Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.17 0.52 0.08 0.43 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 163 391 239 386 297 1829 139 1510
v/s Ratio Prot c0.12 0.31 0.04 c0.36
v/s Ratio Perm 0.28 0.05 c0.28 0.00
v/c Ratio 1.12 0.22 1.15 0.01 0.73 0.58 0.53 0.83
Uniform Delay, d1 40.1 31.9 40.1 30.2 42.0 17.4 47.1 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 107.2 0.3 103.5 0.0 8.9 0.5 3.6 4.1 Delay (s) 147.3 32.1 143.5 30.2 50.9 17.9 50.6 30.8
Level of Service F C F C D B D C
Approach Delay (s) 93.9 137.3 23.4 31.9
Approach LOS F F C C
Intersection Summary
HCM 2000 Control Delay 44.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 106.4 Sum of lost time (s) 16.0 Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 43 31 140 70 72 21 950 62 161 1155 54 Future Volume (veh/h) 74 43 31 140 70 72 21 950 62 161 1155 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 48 35 157 79 81 24 1067 70 181 1298 61 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 107 88 64 205 120 123 39 1751 542 232 2254 106 Arrive On Green 0.06 0.09 0.09 0.11 0.14 0.14 0.02 0.34 0.34 0.13 0.45 0.45 Sat Flow, veh/h 1781 1002 731 1781 839 860 1781 5106 1580 1781 4991 235 Grp Volume(v), veh/h 83 0 83 157 0 160 24 1067 70 181 885 474 Grp Sat Flow(s),veh/h/ln 1781 0 1733 1781 0 1699 1781 1702 1580 1781 1702 1822 Q Serve(g_s), s 3.0 0.0 3.0 5.5 0.0 5.8 0.9 11.3 2.0 6.4 12.5 12.5 Cycle Q Clear(g_c), s 3.0 0.0 3.0 5.5 0.0 5.8 0.9 11.3 2.0 6.4 12.5 12.5 Prop In Lane 1.00 0.42 1.00 0.51 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 107 0 152 205 0 243 39 1751 542 232 1537 823 V/C Ratio(X) 0.78 0.00 0.54 0.77 0.00 0.66 0.62 0.61 0.13 0.78 0.58 0.58 Avail Cap(c_a), veh/h 220 0 214 686 0 786 686 3778 1169 686 2519 1348 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 0.0 28.3 27.9 0.0 26.3 31.5 17.7 14.7 27.3 13.2 13.2 Incr Delay (d2), s/veh 11.3 0.0 3.0 5.9 0.0 3.0 15.3 0.3 0.1 5.6 0.3 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 1.6 0.0 1.3 2.6 0.0 2.5 0.5 3.9 0.7 2.8 4.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 0.0 31.3 33.8 0.0 29.3 46.7 18.0 14.8 32.9 13.5 13.8 LnGrp LOS D A C C A C D B B C B B
Approach Vol, veh/h 166 317 1161 1540
Approach Delay, s/veh 36.4 31.5 18.4 15.9
Approach LOS D C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 28.2 12.5 10.7 6.4 35.3 8.9 14.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 8.4 13.3 7.5 5.0 2.9 14.5 5.0 7.8 Green Ext Time (p_c), s 0.4 8.9 0.4 0.1 0.0 11.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 398 1094 209 547 943 184 266 518 192 226 853 288 Future Volume (veh/h) 398 1094 209 547 943 184 266 518 192 226 853 288 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 419 1152 220 576 993 194 280 545 202 238 898 303 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 490 1786 430 635 2055 497 349 1837 446 302 1749 428 Arrive On Green 0.14 0.28 0.28 0.18 0.32 0.32 0.10 0.29 0.29 0.09 0.27 0.27 Sat Flow, veh/h 3456 6434 1550 3456 6434 1558 3456 6434 1562 3456 6434 1575 Grp Volume(v), veh/h 419 1152 220 576 993 194 280 545 202 238 898 303 Grp Sat Flow(s),veh/h/ln 1728 1609 1550 1728 1609 1558 1728 1609 1562 1728 1609 1575 Q Serve(g_s), s 15.0 19.9 15.1 20.7 15.7 12.3 10.0 8.4 13.4 8.5 14.9 22.0 Cycle Q Clear(g_c), s 15.0 19.9 15.1 20.7 15.7 12.3 10.0 8.4 13.4 8.5 14.9 22.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 490 1786 430 635 2055 497 349 1837 446 302 1749 428 V/C Ratio(X) 0.86 0.65 0.51 0.91 0.48 0.39 0.80 0.30 0.45 0.79 0.51 0.71 Avail Cap(c_a), veh/h 683 3559 857 683 3559 862 683 3559 864 546 3559 871 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 40.2 38.5 50.6 34.7 33.5 55.6 35.3 37.1 56.6 39.0 41.5 Incr Delay (d2), s/veh 7.6 0.4 0.9 15.4 0.2 0.5 4.3 0.1 0.7 4.6 0.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 7.8 5.8 10.1 6.1 4.6 4.5 3.3 5.1 3.9 5.8 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.7 40.6 39.4 66.0 34.8 34.0 60.0 35.4 37.8 61.2 39.2 43.7 LnGrp LOS E D D E C C E D D E D D
Approach Vol, veh/h 1791 1763 1027 1439
Approach Delay, s/veh 45.2 44.9 42.6 43.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 42.1 28.2 40.1 17.8 40.4 22.9 45.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 10.5 15.4 22.7 21.9 12.0 24.0 17.0 17.7 Green Ext Time (p_c), s 0.5 4.7 0.6 11.4 0.8 8.7 1.0 9.2 Intersection Summary
HCM 6th Ctrl Delay 44.3
HCM 6th LOS D

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Intersection
Int Delay, s/veh 3.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 789 103 70 634 22 86
Future Vol, veh/h 789 103 70 634 22 86
Conflicting Peds, #/hr 0 26 26 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 867 113 77 697 24 95
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1006 0 1801 950
Stage 1 - - - - 950 -
Stage 2 - - - - 851 -
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 - - 689 - 88 315
Stage 1 - - - - 376 -
Stage 2 - - - - 419 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 672 - 76 307
Mov Cap-2 Maneuver - - - - 76 -
Stage 1 - - - - 367 -
Stage 2 - - - - 371 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 51.1

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 190 - - 672 -
HCM Lane V/C Ratio 0.625 - - 0.114 -
HCM Control Delay (s) 51.1 - - 11 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 3.6 - - 0.4 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Intersection
Int Delay, s/veh 4.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 820 55 154 696 8 130
Future Vol, veh/h 820 55 154 696 8 130
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 921 62 173 782 9 146
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 999 0 2096 968
Stage 1 - - - - 968 -
Stage 2 - - - - 1128 -
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 - - 693 - 57 308
Stage 1 - - - - 368 -
Stage 2 - - - - 309 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 682 - 42 303
Mov Cap-2 Maneuver - - - - 42 -
Stage 1 - - - - 362 -
Stage 2 - - - - 231 -
Approach EB WB NB
HCM Control Delay, s 0 2.2 51.3

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 223 - - 682 -
HCM Lane V/C Ratio 0.695 - - 0.254 -
HCM Control Delay (s) 51.3 - - 12.1 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 4.5 - - 1 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Intersection
Int Delay, s/veh 11.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 914 36 74 826 24 119
Future Vol, veh/h 914 36 74 826 24 119
Conflicting Peds, #/hr 0 99000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 2 22222
Mvmt Flow 1063 42 86 960 28 138
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1114 0 2225 562
Stage 1 - - - - 1093 -
Stage 2 - - - - 1132 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 625 - 42 471
Stage 1 - - - - 284 -
Stage 2 - - - - 307 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 620 - 36 467
Mov Cap-2 Maneuver - - - - 36 -
Stage 1 - - - - 281 -
Stage 2 - - - - 264 -
Approach EB WB NB
HCM Control Delay, s 0 1 151.7

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 155 - - 620 -
HCM Lane V/C Ratio 1.073 - - 0.139 -
HCM Control Delay (s) 151.7 - - 11.7 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 8.6 - - 0.5 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 716 155 94 658 303 140 53 101 207 68 102 Future Volume (veh/h) 162 716 155 94 658 303 140 53 101 207 68 102 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 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 184 814 176 107 748 344 159 60 115 235 77 116 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 222 1375 295 138 1000 424 197 131 251 273 173 261 Arrive On Green 0.12 0.33 0.33 0.08 0.28 0.28 0.11 0.23 0.23 0.15 0.27 0.27 Sat Flow, veh/h 1781 4182 896 1781 3554 1507 1781 567 1087 1781 633 953 Grp Volume(v), veh/h 184 661 329 107 748 344 159 0 175 235 0 193 Grp Sat Flow(s),veh/h/ln 1781 1702 1674 1781 1777 1507 1781 0 1655 1781 0 1586 Q Serve(g_s), s 10.1 16.2 16.4 5.9 19.2 21.3 8.7 0.0 9.1 12.9 0.0 10.1 Cycle Q Clear(g_c), s 10.1 16.2 16.4 5.9 19.2 21.3 8.7 0.0 9.1 12.9 0.0 10.1 Prop In Lane 1.00 0.54 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 222 1119 550 138 1000 424 197 0 382 273 0 434 V/C Ratio(X) 0.83 0.59 0.60 0.78 0.75 0.81 0.81 0.00 0.46 0.86 0.00 0.44 Avail Cap(c_a), veh/h 623 1224 602 623 1278 542 712 0 579 445 0 555 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.8 28.0 28.1 45.3 32.7 33.5 43.5 0.0 33.1 41.3 0.0 30.1 Incr Delay (d2), s/veh 7.7 0.6 1.4 9.0 1.8 7.2 7.7 0.0 0.9 9.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 6.3 6.4 2.9 8.0 8.6 4.3 0.0 3.8 6.4 0.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.5 28.6 29.4 54.4 34.6 40.7 51.2 0.0 34.0 50.6 0.0 30.8 LnGrp LOS DCCDCDDACDAC
Approach Vol, veh/h 1174 1199 334 428
Approach Delay, s/veh 32.3 38.1 42.2 41.6
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.7 38.9 16.0 32.4 17.5 34.2 20.3 28.1 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 7.9 18.4 10.7 12.1 12.1 23.3 14.9 11.1 Green Ext Time (p_c), s 0.3 5.8 0.5 1.2 0.5 4.9 0.5 1.1 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 184 629 211 160 605 146 209 121 91 194 272 241 Future Volume (veh/h) 184 629 211 160 605 146 209 121 91 194 272 241 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 676 227 172 651 157 225 130 98 209 292 259 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 243 1200 363 214 1118 338 270 1210 370 254 1162 354 Arrive On Green 0.14 0.24 0.24 0.12 0.22 0.22 0.15 0.24 0.24 0.14 0.23 0.23 Sat Flow, veh/h 1781 5106 1545 1781 5106 1542 1781 5106 1561 1781 5106 1556 Grp Volume(v), veh/h 198 676 227 172 651 157 225 130 98 209 292 259 Grp Sat Flow(s),veh/h/ln 1781 1702 1545 1781 1702 1542 1781 1702 1561 1781 1702 1556 Q Serve(g_s), s 9.0 9.7 10.9 7.8 9.5 7.3 10.2 1.7 4.2 9.5 3.9 12.8 Cycle Q Clear(g_c), s 9.0 9.7 10.9 7.8 9.5 7.3 10.2 1.7 4.2 9.5 3.9 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 243 1200 363 214 1118 338 270 1210 370 254 1162 354 V/C Ratio(X) 0.81 0.56 0.62 0.80 0.58 0.47 0.83 0.11 0.26 0.82 0.25 0.73 Avail Cap(c_a), veh/h 644 1724 522 537 1478 446 537 2956 904 537 2956 901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.8 28.0 28.4 35.5 29.0 28.2 34.2 24.8 25.8 34.6 26.2 29.7 Incr Delay (d2), s/veh 6.5 0.4 1.8 6.9 0.5 1.0 6.6 0.0 0.4 6.6 0.1 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 3.7 4.0 3.6 3.7 2.6 4.6 0.6 1.5 4.3 1.5 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 28.4 30.2 42.4 29.5 29.2 40.7 24.8 26.1 41.2 26.3 32.6 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1101 980 453 760
Approach Delay, s/veh 31.1 31.7 33.0 32.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.8 25.7 15.0 25.5 17.6 24.9 16.3 24.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 11.5 6.2 9.8 12.9 12.2 14.8 11.0 11.5 Green Ext Time (p_c), s 0.4 1.1 0.4 4.4 0.5 2.8 0.5 3.8 Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 788 65 58 662 31 87 7 83 64 22 90 Future Volume (veh/h) 61 788 65 58 662 31 87 7 83 64 22 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 847 70 62 712 33 94 8 89 69 24 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 93 1483 643 89 2076 96 360 282 239 374 282 235 Arrive On Green 0.05 0.42 0.42 0.05 0.42 0.42 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1539 1781 5000 231 1266 1870 1582 1296 1870 1558 Grp Volume(v), veh/h 66 847 70 62 484 261 94 8 89 69 24 97 Grp Sat Flow(s),veh/h/ln 1781 1777 1539 1781 1702 1827 1266 1870 1582 1296 1870 1558 Q Serve(g_s), s 1.4 7.2 1.1 1.3 3.8 3.8 2.7 0.1 2.0 1.9 0.4 2.2 Cycle Q Clear(g_c), s 1.4 7.2 1.1 1.3 3.8 3.8 3.1 0.1 2.0 2.0 0.4 2.2 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 93 1483 643 89 1413 759 360 282 239 374 282 235 V/C Ratio(X) 0.71 0.57 0.11 0.70 0.34 0.34 0.26 0.03 0.37 0.18 0.09 0.41 Avail Cap(c_a), veh/h 1133 4340 1880 1088 4158 2232 943 1142 966 970 1142 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 8.8 7.0 18.4 7.8 7.8 15.7 14.2 15.0 15.1 14.4 15.1 Incr Delay (d2), s/veh 9.5 0.3 0.1 9.3 0.1 0.3 0.4 0.0 1.0 0.2 0.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.7 0.2 0.7 0.9 1.0 0.7 0.1 0.7 0.5 0.2 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 9.1 7.1 27.7 8.0 8.1 16.1 14.3 16.0 15.3 14.5 16.3 LnGrp LOS C A A C AABBBBBB
Approach Vol, veh/h 983 807 191 190
Approach Delay, s/veh 10.2 9.5 16.0 15.7
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.0 21.4 10.9 7.1 21.3 10.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 3.3 9.2 4.2 3.4 5.8 5.1
Green Ext Time (p_c), s 0.1 6.8 0.6 0.1 5.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 724 33 17 586 83 57 20 62 54 5 108 Future Volume (veh/h) 178 724 33 17 586 83 57 20 62 54 5 108 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 770 35 18 623 88 61 21 66 57 5 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 2376 1035 33 2101 934 79 196 166 74 7 156 Arrive On Green 0.10 0.67 0.67 0.02 0.59 0.59 0.04 0.11 0.11 0.04 0.10 0.10 Sat Flow, veh/h 1781 3554 1548 1781 3554 1580 1781 1870 1576 1781 66 1529 Grp Volume(v), veh/h 189 770 35 18 623 88 61 21 66 57 0 120 Grp Sat Flow(s),veh/h/ln 1781 1777 1548 1781 1777 1580 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 12.0 11.5 1.0 1.3 10.9 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Cycle Q Clear(g_c), s 12.0 11.5 1.0 1.3 10.9 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 171 2376 1035 33 2101 934 79 196 166 74 0 163 V/C Ratio(X) 1.11 0.32 0.03 0.54 0.30 0.09 0.77 0.11 0.40 0.77 0.00 0.74 Avail Cap(c_a), veh/h 171 2376 1035 171 2101 934 171 588 495 171 0 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 8.8 7.0 60.8 12.7 11.1 59.1 50.6 52.2 59.3 0.0 54.5 Incr Delay (d2), s/veh 97.0 0.3 0.1 13.1 0.4 0.2 14.8 0.2 1.5 15.6 0.0 6.3 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 9.9 4.1 0.3 0.7 4.2 1.1 2.3 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 153.5 9.1 7.1 74.0 13.0 11.3 73.9 50.9 53.8 74.9 0.0 60.8 LnGrp LOS F AAEBBEDDEAE
Approach Vol, veh/h 994 729 148 177
Approach Delay, s/veh 36.5 14.3 61.7 65.3
Approach LOS D B E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 89.8 9.8 18.5 16.6 80.1 10.1 18.2 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 41.2 12.0 * 39 12.0 * 42 12.0 39.0 Max Q Clear Time (g_c+I1), s 3.3 13.5 6.0 6.9 14.0 12.9 6.2 11.1 Green Ext Time (p_c), s 0.0 5.6 0.0 0.3 0.0 4.6 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 183 413 299 75 423 9 271 475 58 12 365 119 Future Volume (veh/h) 183 413 299 75 423 9 271 475 58 12 365 119 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 189 426 308 77 436 9 279 490 60 12 376 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 228 645 546 101 499 10 320 1136 139 25 508 164 Arrive On Green 0.13 0.34 0.34 0.06 0.27 0.27 0.18 0.36 0.36 0.01 0.19 0.19 Sat Flow, veh/h 1781 1870 1585 1781 1826 38 1781 3180 388 1781 2641 853 Grp Volume(v), veh/h 189 426 308 77 0 445 279 273 277 12 251 248 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1864 1781 1777 1791 1781 1777 1717 Q Serve(g_s), s 10.0 18.7 15.3 4.1 0.0 22.1 14.8 11.3 11.4 0.6 12.9 13.2 Cycle Q Clear(g_c), s 10.0 18.7 15.3 4.1 0.0 22.1 14.8 11.3 11.4 0.6 12.9 13.2 Prop In Lane 1.00 1.00 1.00 0.02 1.00 0.22 1.00 0.50
Lane Grp Cap(c), veh/h 228 645 546 101 0 510 320 635 640 25 341 330 V/C Ratio(X) 0.83 0.66 0.56 0.76 0.00 0.87 0.87 0.43 0.43 0.47 0.74 0.75 Avail Cap(c_a), veh/h 551 868 736 551 0 865 551 1082 1090 551 1082 1045 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 26.9 25.8 45.1 0.0 33.6 38.7 23.6 23.7 47.4 36.8 37.0 Incr Delay (d2), s/veh 7.6 1.2 0.9 11.2 0.0 5.3 7.7 0.5 0.5 13.0 3.1 3.4 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 4.7 8.0 5.4 2.1 0.0 10.1 6.7 4.4 4.5 0.4 5.8 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.8 28.1 26.7 56.2 0.0 38.9 46.4 24.1 24.1 60.4 39.9 40.4 LnGrp LOS D C C E A DDCCEDD
Approach Vol, veh/h 923 522 829 511
Approach Delay, s/veh 31.9 41.5 31.6 40.6
Approach LOS CDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 39.4 22.4 24.6 17.4 32.5 6.4 40.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 30.0 45.0 30.0 59.0 30.0 45.0 30.0 59.0 Max Q Clear Time (g_c+I1), s 6.1 20.7 16.8 15.2 12.0 24.1 2.6 13.4 Green Ext Time (p_c), s 0.2 3.5 0.6 3.4 0.4 2.4 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 58 57 284 57 141 94 639 333 178 536 25 Future Volume (veh/h) 24 58 57 284 57 141 94 639 333 178 536 25 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 60 59 251 122 147 98 666 347 185 558 26 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 97 233 267 316 136 164 164 971 428 224 1249 553 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.05 0.27 0.27 0.13 0.35 0.35 Sat Flow, veh/h 542 1301 1487 1781 766 923 3456 3554 1565 1781 3554 1574 Grp Volume(v), veh/h 85 0 59 251 0 269 98 666 347 185 558 26 Grp Sat Flow(s),veh/h/ln 1843 0 1487 1781 0 1690 1728 1777 1565 1781 1777 1574 Q Serve(g_s), s 3.9 0.0 3.3 13.3 0.0 15.3 2.7 16.5 20.3 10.0 11.9 1.1 Cycle Q Clear(g_c), s 3.9 0.0 3.3 13.3 0.0 15.3 2.7 16.5 20.3 10.0 11.9 1.1 Prop In Lane 0.29 1.00 1.00 0.55 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 330 0 267 316 0 300 164 971 428 224 1249 553 V/C Ratio(X) 0.26 0.00 0.22 0.79 0.00 0.90 0.60 0.69 0.81 0.83 0.45 0.05 Avail Cap(c_a), veh/h 750 0 605 3625 0 3438 1231 1266 557 634 1266 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 0.0 34.5 38.7 0.0 39.5 45.9 31.9 33.3 41.9 24.5 21.0 Incr Delay (d2), s/veh 0.4 0.0 0.4 1.7 0.0 3.8 3.4 1.0 6.8 7.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 1.2 5.7 0.0 6.4 1.2 6.9 8.2 4.6 4.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 0.0 34.9 40.4 0.0 43.3 49.3 33.0 40.2 49.5 24.8 21.1 LnGrp LOS D A C D A DDCDDCC
Approach Vol, veh/h 144 520 1111 769
Approach Delay, s/veh 35.0 41.9 36.7 30.6
Approach LOS DDDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.3 32.9 23.5 10.7 40.5 23.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 35.0 35.0 200.0 35.0 35.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 22.3 17.3 4.7 13.9 5.9 Green Ext Time (p_c), s 0.5 4.5 0.2 0.3 3.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 102 6 90 130 9 8 150 962 134 37 756 58 Future Volume (vph) 102 6 90 130 9 8 150 962 134 37 756 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.98 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1779 1583 1779 1563 1770 3463 1770 3496 Flt Permitted 0.64 1.00 0.66 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1187 1583 1230 1563 1770 3463 1770 3496 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 106 6 94 135 9 8 156 1002 140 39 788 60 RTOR Reduction (vph) 0 0 74 006080050
Lane Group Flow (vph) 0 112 20 0 144 2 156 1134 0 39 843 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 15.3 15.3 15.3 15.3 12.7 37.1 4.4 28.8 Effective Green, g (s) 15.3 15.3 15.3 15.3 12.7 37.1 4.4 28.8 Actuated g/C Ratio 0.21 0.21 0.21 0.21 0.17 0.51 0.06 0.40 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 249 332 258 328 308 1764 106 1383
v/s Ratio Prot c0.09 c0.33 0.02 0.24
v/s Ratio Perm 0.09 0.01 c0.12 0.00
v/c Ratio 0.45 0.06 0.56 0.01 0.51 0.64 0.37 0.61
Uniform Delay, d1 25.1 23.0 25.7 22.7 27.2 13.0 32.9 17.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.1 2.6 0.0 1.3 0.8 2.2 0.8
Delay (s) 26.4 23.1 28.3 22.7 28.5 13.8 35.0 18.3
Level of Service C C C C C B D B
Approach Delay (s) 24.9 28.0 15.6 19.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 72.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 43 29 119 52 66 63 1145 83 116 823 37 Future Volume (veh/h) 72 43 29 119 52 66 63 1145 83 116 823 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 45 30 124 54 69 66 1193 86 121 857 39 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 96 87 58 165 91 116 86 1993 603 160 2162 98
Arrive On Green 0.05 0.08 0.08 0.09 0.12 0.12 0.05 0.39 0.39 0.09 0.43 0.43 Sat Flow, veh/h 1781 1044 696 1781 745 952 1781 5106 1546 1781 5000 227 Grp Volume(v), veh/h 75 0 75 124 0 123 66 1193 86 121 583 313 Grp Sat Flow(s),veh/h/ln 1781 0 1739 1781 0 1696 1781 1702 1546 1781 1702 1823 Q Serve(g_s), s 2.5 0.0 2.5 4.1 0.0 4.2 2.2 11.4 2.2 4.1 7.2 7.2 Cycle Q Clear(g_c), s 2.5 0.0 2.5 4.1 0.0 4.2 2.2 11.4 2.2 4.1 7.2 7.2 Prop In Lane 1.00 0.40 1.00 0.56 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 96 0 145 165 0 207 86 1993 603 160 1472 788 V/C Ratio(X) 0.78 0.00 0.52 0.75 0.00 0.60 0.77 0.60 0.14 0.75 0.40 0.40 Avail Cap(c_a), veh/h 233 0 228 729 0 833 729 4013 1215 729 2675 1432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 26.8 27.0 0.0 25.4 28.7 14.8 12.0 27.1 11.9 11.9 Incr Delay (d2), s/veh 12.7 0.0 2.8 6.8 0.0 2.7 13.5 0.3 0.1 7.0 0.2 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 1.4 0.0 1.1 2.0 0.0 1.8 1.2 3.7 0.7 1.9 2.2 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 0.0 29.7 33.8 0.0 28.1 42.2 15.1 12.1 34.1 12.0 12.2 LnGrp LOS D A C C A C D B B C B B
Approach Vol, veh/h 150 247 1345 1017
Approach Delay, s/veh 35.5 31.0 16.2 14.7
Approach LOS D C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 29.8 10.7 10.1 7.9 32.4 8.3 12.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 6.1 13.4 6.1 4.5 4.2 9.2 4.5 6.2 Green Ext Time (p_c), s 0.3 10.4 0.3 0.1 0.1 6.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 492 1257 187 409 1107 122 478 824 259 203 585 260 Future Volume (veh/h) 492 1257 187 409 1107 122 478 824 259 203 585 260 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 512 1309 195 426 1153 127 498 858 270 211 609 271 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 569 1900 458 490 1753 424 557 2131 523 269 1596 382 Arrive On Green 0.16 0.30 0.30 0.14 0.27 0.27 0.16 0.33 0.33 0.08 0.25 0.25 Sat Flow, veh/h 3456 6434 1549 3456 6434 1556 3456 6434 1579 3456 6434 1541 Grp Volume(v), veh/h 512 1309 195 426 1153 127 498 858 270 211 609 271 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1556 1728 1609 1579 1728 1609 1541 Q Serve(g_s), s 19.8 24.6 13.9 16.5 21.7 8.8 19.3 14.0 18.8 8.2 10.7 21.9 Cycle Q Clear(g_c), s 19.8 24.6 13.9 16.5 21.7 8.8 19.3 14.0 18.8 8.2 10.7 21.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 569 1900 458 490 1753 424 557 2131 523 269 1596 382 V/C Ratio(X) 0.90 0.69 0.43 0.87 0.66 0.30 0.89 0.40 0.52 0.78 0.38 0.71 Avail Cap(c_a), veh/h 633 3299 794 633 3299 798 633 3299 810 506 3299 790 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 42.6 38.8 57.4 44.0 39.3 56.1 35.2 36.8 61.8 42.6 46.8 Incr Delay (d2), s/veh 15.0 0.5 0.6 10.2 0.4 0.4 14.1 0.1 0.8 5.0 0.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 9.7 5.3 7.8 8.6 3.4 9.4 5.5 7.3 3.7 4.2 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.9 43.0 39.4 67.6 44.5 39.7 70.3 35.3 37.6 66.8 42.8 49.3 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 2016 1706 1626 1091
Approach Delay, s/veh 49.7 49.9 46.4 49.0
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 51.2 24.3 45.3 27.0 39.9 27.5 42.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 10.2 20.8 18.5 26.6 21.3 23.9 21.8 23.7 Green Ext Time (p_c), s 0.5 8.0 0.9 13.2 0.7 5.6 0.6 10.7 Intersection Summary
HCM 6th Ctrl Delay 48.8
HCM 6th LOS D

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 14 ends

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 547 44 47 492 18 36
Future Vol, veh/h 547 44 47 492 18 36
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 582 47 50 523 19 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 645 0 1245 622
Stage 1 - - - - 622 -
Stage 2 - - - - 623 -
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 - - 940 - 192 487
Stage 1 - - - - 535 -
Stage 2 - - - - 535 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 926 - 179 480
Mov Cap-2 Maneuver - - - - 179 -
Stage 1 - - - - 527 -
Stage 2 - - - - 506 -
Approach EB WB NB
HCM Control Delay, s 0 0.8 19.3

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 308 - - 926 -
HCM Lane V/C Ratio 0.187 - - 0.054 -
HCM Control Delay (s) 19.3 - - 9.1 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.7 - - 0.2 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 15 ends

Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 521 62 88 507 32 73
Future Vol, veh/h 521 62 88 507 32 73
Conflicting Peds, #/hr 0 13 13 0 1 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 560 67 95 545 34 78
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 640 0 1343 607
Stage 1 - - - - 607 -
Stage 2 - - - - 736 -
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 - - 944 - 168 496
Stage 1 - - - - 544 -
Stage 2 - - - - 474 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 932 - 149 490
Mov Cap-2 Maneuver - - - - 149 -
Stage 1 - - - - 537 -
Stage 2 - - - - 425 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 25.2

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 289 - - 932 -
HCM Lane V/C Ratio 0.391 - - 0.102 -
HCM Control Delay (s) 25.2 - - 9.3 -
HCM Lane LOS D - - A -
HCM 95th %tile Q(veh) 1.8 - - 0.3 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 16 ends

Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 542 52 86 553 42 62
Future Vol, veh/h 542 52 86 553 42 62
Conflicting Peds, #/hr 0 11 11 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 583 56 92 595 45 67
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 650 0 1401 331
Stage 1 - - - - 622 -
Stage 2 - - - - 779 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 934 - 142 666
Stage 1 - - - - 499 -
Stage 2 - - - - 451 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 924 - 127 659
Mov Cap-2 Maneuver - - - - 127 -
Stage 1 - - - - 494 -
Stage 2 - - - - 406 -
Approach EB WB NB
HCM Control Delay, s 0 1.3 31.5

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 245 - - 924 -
HCM Lane V/C Ratio 0.456 - - 0.1 -
HCM Control Delay (s) 31.5 - - 9.3 -
HCM Lane LOS D - - A -
HCM 95th %tile Q(veh) 2.2 - - 0.3 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 514 57 42 537 68 42 6 41 91 11 60 Future Volume (veh/h) 33 514 57 42 537 68 42 6 41 91 11 60 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 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 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 38 584 65 48 610 77 48 7 47 103 12 68 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 59 1293 142 69 1010 445 139 38 258 137 43 242 Arrive On Green 0.03 0.28 0.28 0.04 0.28 0.28 0.08 0.18 0.18 0.08 0.18 0.18 Sat Flow, veh/h 1781 4653 511 1781 3554 1566 1781 210 1407 1781 234 1328 Grp Volume(v), veh/h 38 425 224 48 610 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1760 1781 1777 1566 1781 0 1617 1781 0 1562 Q Serve(g_s), s 1.0 5.1 5.2 1.3 7.4 1.8 1.3 0.0 1.4 2.8 0.0 2.2 Cycle Q Clear(g_c), s 1.0 5.1 5.2 1.3 7.4 1.8 1.3 0.0 1.4 2.8 0.0 2.2 Prop In Lane 1.00 0.29 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 59 946 489 69 1010 445 139 0 296 137 0 285 V/C Ratio(X) 0.65 0.45 0.46 0.69 0.60 0.17 0.35 0.00 0.18 0.75 0.00 0.28 Avail Cap(c_a), veh/h 1255 2468 1276 1255 2576 1135 1435 0 1140 897 0 1101 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.7 14.8 14.8 23.6 15.4 13.4 21.7 0.0 17.1 22.4 0.0 17.5 Incr Delay (d2), s/veh 11.5 0.3 0.7 11.5 0.6 0.2 1.5 0.0 0.3 7.9 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.6 1.7 0.7 2.4 0.6 0.6 0.0 0.5 1.4 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 15.1 15.5 35.1 15.9 13.6 23.2 0.0 17.4 30.4 0.0 18.0 LnGrp LOS D B B D B B C A B C A B
Approach Vol, veh/h 687 735 102 183
Approach Delay, s/veh 16.4 17.0 20.1 25.0
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 19.8 8.9 14.0 6.6 20.1 8.8 14.1 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.3 7.2 3.3 4.2 3.0 9.4 4.8 3.4 Green Ext Time (p_c), s 0.1 4.0 0.1 0.5 0.1 4.2 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 20 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 403 113 142 415 167 134 210 177 109 150 98 Future Volume (veh/h) 130 403 113 142 415 167 134 210 177 109 150 98 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 135 420 118 148 432 174 140 219 184 114 156 102 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 181 995 304 197 1042 322 187 965 295 152 866 268 Arrive On Green 0.10 0.19 0.19 0.11 0.20 0.20 0.10 0.19 0.19 0.09 0.17 0.17 Sat Flow, veh/h 1781 5106 1559 1781 5106 1578 1781 5106 1562 1781 5106 1582 Grp Volume(v), veh/h 135 420 118 148 432 174 140 219 184 114 156 102 Grp Sat Flow(s),veh/h/ln 1781 1702 1559 1781 1702 1578 1781 1702 1562 1781 1702 1582 Q Serve(g_s), s 3.9 3.8 3.5 4.2 3.9 5.2 4.0 1.9 5.7 3.3 1.4 3.0 Cycle Q Clear(g_c), s 3.9 3.8 3.5 4.2 3.9 5.2 4.0 1.9 5.7 3.3 1.4 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 995 304 197 1042 322 187 965 295 152 866 268 V/C Ratio(X) 0.75 0.42 0.39 0.75 0.41 0.54 0.75 0.23 0.62 0.75 0.18 0.38 Avail Cap(c_a), veh/h 1020 2730 834 850 2340 723 850 4680 1432 850 4680 1450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 18.5 18.4 22.6 18.1 18.6 22.8 18.0 19.5 23.4 18.6 19.3 Incr Delay (d2), s/veh 6.0 0.3 0.8 5.7 0.3 1.4 6.0 0.1 2.1 7.2 0.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 1.3 1.1 1.9 1.3 1.7 1.7 0.6 1.9 1.5 0.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 18.8 19.2 28.2 18.4 20.1 28.7 18.1 21.7 30.6 18.7 20.2 LnGrp LOS C B B C B C C B C C B C
Approach Vol, veh/h 673 754 543 372
Approach Delay, s/veh 20.9 20.7 22.1 22.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.5 15.9 10.8 16.2 10.5 14.9 10.3 16.7 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 5.3 7.7 6.2 5.8 6.0 5.0 5.9 7.2 Green Ext Time (p_c), s 0.2 2.0 0.3 2.9 0.3 1.3 0.3 3.0 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 22 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 584 34 101 674 63 27 15 91 50 15 35 Future Volume (veh/h) 71 584 34 101 674 63 27 15 91 50 15 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 628 37 109 725 68 29 16 98 54 16 38 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 108 1226 534 144 1734 162 373 231 195 364 231 195 Arrive On Green 0.06 0.34 0.34 0.08 0.36 0.36 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 3554 1549 1781 4751 443 1347 1870 1581 1276 1870 1581 Grp Volume(v), veh/h 76 628 37 109 518 275 29 16 98 54 16 38 Grp Sat Flow(s),veh/h/ln 1781 1777 1549 1781 1702 1789 1347 1870 1581 1276 1870 1581 Q Serve(g_s), s 1.4 4.7 0.5 2.0 3.8 3.8 0.6 0.3 1.9 1.3 0.3 0.7 Cycle Q Clear(g_c), s 1.4 4.7 0.5 2.0 3.8 3.8 0.9 0.3 1.9 1.6 0.3 0.7 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 1226 534 144 1242 653 373 231 195 364 231 195 V/C Ratio(X) 0.70 0.51 0.07 0.76 0.42 0.42 0.08 0.07 0.50 0.15 0.07 0.19 Avail Cap(c_a), veh/h 1339 5127 2236 1285 4912 2582 1178 1349 1141 1127 1349 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 8.7 7.3 15.0 7.9 7.9 13.3 12.9 13.6 13.6 12.9 13.1 Incr Delay (d2), s/veh 8.0 0.3 0.1 7.9 0.2 0.4 0.1 0.1 2.0 0.2 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.1 0.1 0.9 0.8 0.9 0.2 0.1 0.7 0.3 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.4 9.0 7.4 22.9 8.1 8.4 13.4 13.0 15.6 13.8 13.0 13.6 LnGrp LOS C A A C AABBBBBB
Approach Vol, veh/h 741 902 143 108
Approach Delay, s/veh 10.4 10.0 14.9 13.6
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.7 16.5 9.1 7.0 17.1 9.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 4.0 6.7 3.6 3.4 5.8 3.9
Green Ext Time (p_c), s 0.2 4.6 0.3 0.2 5.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 24 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 469 43 49 562 171 25 15 28 133 16 251 Future Volume (veh/h) 213 469 43 49 562 171 25 15 28 133 16 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 227 499 46 52 598 182 27 16 30 141 17 267 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 158 2066 921 67 1884 837 42 258 215 158 19 305 Arrive On Green 0.09 0.58 0.58 0.04 0.53 0.53 0.02 0.14 0.14 0.09 0.20 0.20 Sat Flow, veh/h 1781 3554 1584 1781 3554 1579 1781 1870 1557 1781 96 1502 Grp Volume(v), veh/h 227 499 46 52 598 182 27 16 30 141 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1584 1781 1777 1579 1781 1870 1557 1781 0 1597 Q Serve(g_s), s 12.0 9.2 1.7 3.9 12.8 8.3 2.0 1.0 2.3 10.6 0.0 23.3 Cycle Q Clear(g_c), s 12.0 9.2 1.7 3.9 12.8 8.3 2.0 1.0 2.3 10.6 0.0 23.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 158 2066 921 67 1884 837 42 258 215 158 0 325 V/C Ratio(X) 1.43 0.24 0.05 0.77 0.32 0.22 0.64 0.06 0.14 0.89 0.00 0.87 Avail Cap(c_a), veh/h 158 2066 921 158 1884 837 158 544 453 158 0 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.5 13.8 12.2 64.4 17.9 16.8 65.3 50.6 51.1 60.8 0.0 52.1 Incr Delay (d2), s/veh 225.7 0.3 0.1 16.9 0.4 0.6 15.2 0.1 0.3 41.5 0.0 12.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.3 3.7 0.6 2.1 5.2 3.2 1.1 0.5 0.9 6.6 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 287.2 14.0 12.3 81.3 18.4 17.4 80.6 50.7 51.4 102.4 0.0 64.7 LnGrp LOS F B B F B B F D D F A E
Approach Vol, veh/h 772 832 73 425
Approach Delay, s/veh 94.2 22.1 62.1 77.2
Approach LOS F C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 84.7 16.6 24.0 16.6 77.8 7.8 32.8 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 51.2 12.0 * 39 12.0 * 52 12.0 39.0 Max Q Clear Time (g_c+I1), s 5.9 11.2 12.6 4.3 14.0 14.8 4.0 25.3 Green Ext Time (p_c), s 0.0 3.6 0.0 0.1 0.0 4.9 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 61.1
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
Appendix C: Existing Conditions
Queue Worksheets

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 116 446 420 160 410 257 412 38 665 v/c Ratio 0.63 0.80 0.65 0.70 0.68 0.80 0.31 0.37 0.80
Control Delay 81.8 62.0 23.7 80.6 52.9 77.9 33.3 81.9 59.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 81.8 62.0 23.7 80.6 52.9 77.9 33.3 81.9 59.5 Queue Length 50th (ft) 112 410 143 155 354 242 146 37 320 Queue Length 95th (ft) 196 #702 311 254 560 #432 214 85 418 Internal Link Dist (ft) 3966 4053 5288 2544
Turn Bay Length (ft) 240 240 165 375 410
Base Capacity (vph) 365 576 665 365 613 365 1429 365 1399 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.32 0.77 0.63 0.44 0.67 0.70 0.29 0.10 0.48 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 3 ends

Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 345 265 262 409 477 511 363 285 649 186 v/c Ratio 1.01 0.82 0.62 0.94 0.72 0.73 0.77 0.84 0.93 0.53 Control Delay 119.2 61.8 66.7 96.4 77.7 76.5 40.6 93.2 91.6 46.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 119.2 61.8 66.7 96.4 77.7 76.5 40.6 93.2 91.6 46.7 Queue Length 50th (ft) ~436 198 296 504 282 306 183 336 407 124 Queue Length 95th (ft) #720 #393 405 660 378 407 342 #552 #579 230 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 250 300 300 320
Base Capacity (vph) 342 323 1681 1682 658 701 474 339 701 352 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.01 0.82 0.16 0.24 0.72 0.73 0.77 0.84 0.93 0.53 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 4 ends

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 183 158 274 16 217 1072 73 1267
v/c Ratio 1.12 0.34 1.14 0.04 0.72 0.58 0.44 0.85
Control Delay 145.2 17.8 139.6 0.1 57.6 19.3 57.6 34.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 145.2 17.8 139.6 0.1 57.6 19.3 57.6 34.1
Queue Length 50th (ft) ~150 33 ~228 0 138 245 47 376
Queue Length 95th (ft) #311 97 #421 0 252 387 105 575
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 164 466 241 443 430 1983 430 1866
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 1.12 0.34 1.14 0.04 0.50 0.54 0.17 0.68 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 83 83 157 160 24 1067 70 181 1359 v/c Ratio 0.52 0.37 0.47 0.46 0.17 0.67 0.12 0.62 0.55
Control Delay 60.9 37.3 46.9 31.1 55.3 32.0 0.4 51.9 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.9 37.3 46.9 31.1 55.3 32.0 0.4 51.9 20.6 Queue Length 50th (ft) 43 31 78 61 12 175 0 90 148
Queue Length 95th (ft) #196 98 227 149 56 398 0 259 456 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 164 333 514 670 514 2836 923 514 2912 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.51 0.25 0.31 0.24 0.05 0.38 0.08 0.35 0.47 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 6 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 419 1152 220 576 993 194 280 545 202 238 898 303 v/c Ratio 0.62 0.65 0.39 0.86 0.56 0.36 0.63 0.34 0.38 0.60 0.60 0.54 Control Delay 55.5 44.2 9.9 65.2 42.4 13.4 62.3 41.1 7.2 63.6 46.5 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.5 44.2 9.9 65.2 42.4 13.4 62.3 41.1 7.2 63.6 46.5 12.6 Queue Length 50th (ft) 164 243 16 238 203 29 113 108 0 97 194 31 Queue Length 95th (ft) 289 350 92 #480 297 108 197 158 62 173 271 129 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 673 3521 935 673 3521 918 673 3772 1000 538 3521 968 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.62 0.33 0.24 0.86 0.28 0.21 0.42 0.14 0.20 0.44 0.26 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 7 ends

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 184 990 107 748 344 159 175 235 193 v/c Ratio 0.69 0.61 0.56 0.73 0.56 0.65 0.46 0.73 0.46
Control Delay 65.2 37.0 67.0 46.8 14.7 65.6 32.7 63.6 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.2 37.0 67.0 46.8 14.7 65.6 32.7 63.6 35.7 Queue Length 50th (ft) 147 246 86 295 50 127 82 182 102 Queue Length 95th (ft) 234 329 153 416 157 208 157 #316 194 Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 519 1659 519 1068 626 593 730 371 492 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.35 0.60 0.21 0.70 0.55 0.27 0.24 0.63 0.39 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 8 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 198 676 227 172 651 157 225 130 98 209 292 259 v/c Ratio 0.61 0.56 0.42 0.60 0.58 0.34 0.66 0.15 0.28 0.65 0.36 0.56 Control Delay 49.9 36.0 7.5 52.2 38.2 8.7 51.1 37.3 10.6 52.4 39.1 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 36.0 7.5 52.2 38.2 8.7 51.1 37.3 10.6 52.4 39.1 10.1 Queue Length 50th (ft) 100 119 0 87 116 0 112 23 0 105 54 0 Queue Length 95th (ft) 277 258 67 252 259 60 #357 57 47 #319 115 72 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 595 1745 678 496 1459 554 496 2738 885 496 2738 957 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.39 0.33 0.35 0.45 0.28 0.45 0.05 0.11 0.42 0.11 0.27 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 9 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 66 847 70 62 745 94 8 89 69 24 97 v/c Ratio 0.23 0.45 0.08 0.22 0.28 0.30 0.02 0.21 0.22 0.06 0.23 Control Delay 29.9 14.6 5.0 30.1 12.5 23.3 20.4 6.9 22.2 20.7 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.9 14.6 5.0 30.1 12.5 23.3 20.4 6.9 22.2 20.7 6.8 Queue Length 50th (ft) 19 106 0 17 57 26 2 0 19 6 0
Queue Length 95th (ft) 77 279 27 74 150 79 13 32 61 27 33 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 951 3021 1313 913 4259 736 992 874 746 992 875 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.28 0.05 0.07 0.17 0.13 0.01 0.10 0.09 0.02 0.11 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/21/2024
Existing AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 10 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 189 770 35 18 623 88 61 21 66 57 120 v/c Ratio 0.64 0.33 0.03 0.19 0.35 0.11 0.46 0.10 0.25 0.44 0.45 Control Delay 59.9 13.9 0.1 60.2 21.6 4.1 66.0 45.1 3.5 65.4 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 13.9 0.1 60.2 21.6 4.1 66.0 45.1 3.5 65.4 13.3 Queue Length 50th (ft) 142 94 0 14 145 0 48 17 0 45 4
Queue Length 95th (ft) #323 334 0 39 273 30 93 32 9 89 47 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 296 2360 1061 169 1793 830 169 585 564 169 576 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.64 0.33 0.03 0.11 0.35 0.11 0.36 0.04 0.12 0.34 0.21 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 189 426 308 77 445 279 550 12 499 v/c Ratio 0.73 0.62 0.44 0.53 0.79 0.76 0.40 0.15 0.77
Control Delay 76.1 42.8 14.6 78.1 57.7 68.8 33.1 74.1 61.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.1 42.8 14.6 78.1 57.7 68.8 33.1 74.1 61.1 Queue Length 50th (ft) 173 324 72 71 378 249 180 11 225 Queue Length 95th (ft) 273 497 174 136 #625 #441 290 36 310 Internal Link Dist (ft) 3966 4053 5288 2544
Turn Bay Length (ft) 240 240 165 375 410
Base Capacity (vph) 379 690 709 379 598 379 1484 379 1453 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.50 0.62 0.43 0.20 0.74 0.74 0.37 0.03 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
2: West Ln & Project Rd (Full Access) 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 2 ends

Lane Group NBT SBT
Lane Group Flow (vph) 874 803
v/c Ratio 0.17 0.23
Control Delay 0.1 0.1
Queue Delay 0.0 0.0
Total Delay 0.1 0.1
Queue Length 50th (ft) 0 0
Queue Length 95th (ft) 0 0
Internal Link Dist (ft) 1387 5288
Turn Bay Length (ft)
Base Capacity (vph) 5056 3539
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.17 0.23
Intersection Summary

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 3 ends

Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 85 59 258 244 98 666 347 185 558 26 v/c Ratio 0.28 0.18 0.81 0.73 0.41 0.74 0.68 0.55 0.42 0.04 Control Delay 50.1 11.9 76.4 59.5 72.5 56.9 36.2 63.1 37.8 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.1 11.9 76.4 59.5 72.5 56.9 36.2 63.1 37.8 2.5 Queue Length 50th (ft) 67 0 267 208 50 338 186 174 233 0 Queue Length 95th (ft) 124 39 383 320 86 #464 331 276 320 7 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 250 300 300 320
Base Capacity (vph) 466 469 1681 1586 875 902 509 451 1325 608 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.18 0.13 0.15 0.15 0.11 0.74 0.68 0.41 0.42 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 4 ends

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 112 94 144 8 156 1142 39 848
v/c Ratio 0.44 0.23 0.55 0.02 0.50 0.63 0.21 0.66
Control Delay 33.1 8.1 36.1 0.1 35.6 16.1 38.1 22.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 8.1 36.1 0.1 35.6 16.1 38.1 22.2
Queue Length 50th (ft) 43 0 56 0 62 200 16 153
Queue Length 95th (ft) 109 38 138 0 147 344 55 280
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 428 631 443 610 665 2743 665 2766
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.26 0.15 0.33 0.01 0.23 0.42 0.06 0.31 Intersection Summary

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 75 75 124 123 66 1193 86 121 896
v/c Ratio 0.44 0.31 0.49 0.36 0.34 0.66 0.13 0.48 0.41
Control Delay 55.7 34.2 49.1 25.8 50.6 28.4 0.8 49.1 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 34.2 49.1 25.8 50.6 28.4 0.8 49.1 21.8 Queue Length 50th (ft) 37 27 59 36 32 183 0 58 119
Queue Length 95th (ft) #168 87 182 104 113 432 3 179 288 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 181 362 567 725 567 3130 1000 567 3148 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.41 0.21 0.22 0.17 0.12 0.38 0.09 0.21 0.28 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 6 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 513 1309 195 426 1153 127 498 858 270 211 609 271 v/c Ratio 0.83 0.71 0.35 0.69 0.62 0.25 0.81 0.49 0.44 0.60 0.48 0.54 Control Delay 70.0 47.8 12.7 63.9 45.7 16.9 68.5 44.4 8.9 71.0 51.1 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.0 47.8 12.7 63.9 45.7 16.9 68.5 44.4 8.9 71.0 51.1 12.3 Queue Length 50th (ft) 218 287 27 176 245 27 211 187 14 90 142 21 Queue Length 95th (ft) #439 409 103 #328 354 91 #420 265 96 164 195 109 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 618 3231 851 618 3231 823 618 3462 955 494 3231 895 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.83 0.41 0.23 0.69 0.36 0.15 0.81 0.25 0.28 0.43 0.19 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 7 ends

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 38 649 48 610 77 48 54 103 81
v/c Ratio 0.18 0.30 0.21 0.40 0.11 0.18 0.13 0.35 0.16
Control Delay 41.9 23.2 41.2 25.1 2.8 40.5 10.9 38.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 23.2 41.2 25.1 2.8 40.5 10.9 38.9 9.3
Queue Length 50th (ft) 15 79 19 113 0 19 3 40 5
Queue Length 95th (ft) 56 168 66 245 16 66 32 116 38
Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 1025 2948 1025 2088 935 1121 1203 776 941 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.04 0.22 0.05 0.29 0.08 0.04 0.04 0.13 0.09 Intersection Summary

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 8 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 135 420 118 148 432 174 140 219 184 114 156 102 v/c Ratio 0.47 0.42 0.30 0.49 0.42 0.38 0.48 0.26 0.44 0.43 0.20 0.31 Control Delay 42.0 30.6 9.2 41.6 30.0 8.2 41.9 30.2 9.0 42.9 31.4 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 30.6 9.2 41.6 30.0 8.2 41.9 30.2 9.0 42.9 31.4 10.4 Queue Length 50th (ft) 48 54 0 53 55 0 50 28 0 41 20 0
Queue Length 95th (ft) 193 155 51 208 158 59 199 80 58 170 62 47 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 770 2200 741 641 1874 684 641 3539 1143 641 3539 1118 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.18 0.19 0.16 0.23 0.23 0.25 0.22 0.06 0.16 0.18 0.04 0.09 Intersection Summary

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 9 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 76 628 37 109 793 29 16 98 54 16 38 v/c Ratio 0.25 0.39 0.05 0.33 0.30 0.10 0.04 0.24 0.19 0.04 0.10 Control Delay 26.9 16.3 2.1 26.3 12.7 19.1 18.3 6.5 20.1 18.3 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.9 16.3 2.1 26.3 12.7 19.1 18.3 6.5 20.1 18.3 2.4 Queue Length 50th (ft) 18 70 0 25 56 7 4 0 13 4 0
Queue Length 95th (ft) 81 210 9 106 161 29 19 31 46 19 9 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 989 3188 1400 949 4484 771 1033 910 771 1033 897 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.20 0.03 0.11 0.18 0.04 0.02 0.11 0.07 0.02 0.04 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/21/2024
Existing PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 10 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 227 499 46 52 598 182 27 16 30 141 284 v/c Ratio 0.60 0.23 0.05 0.43 0.36 0.23 0.27 0.09 0.12 0.90 0.62 Control Delay 56.3 15.1 0.1 70.8 24.8 7.8 67.2 49.6 1.0 109.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.3 15.1 0.1 70.8 24.8 7.8 67.2 49.6 1.0 109.5 12.9 Queue Length 50th (ft) 180 90 0 45 163 21 23 14 0 125 14 Queue Length 95th (ft) #436 213 0 88 257 79 55 29 0 #254 80 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 381 2211 1002 158 1644 787 157 542 525 157 649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.60 0.23 0.05 0.33 0.36 0.23 0.17 0.03 0.06 0.90 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Caywood Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 22 0 0 70 North/South
Through 0 0 789 634 x East/West
Right 0 0 103 0
Total 22 0 892 704
Major Street Minor Street Warrant Met Morada Lane Caywood Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,596 22
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Existing_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Caywood Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 18 0 0 47 North/South
Through 0 0 547 492 x East/West
Right 0 0 44 0
Total 18 0 591 539
Major Street Minor Street Warrant Met Morada Lane Caywood Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,130 18
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Existing_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Cherbourg Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 0 0 154 North/South
Through 0 0 820 696 x East/West
Right 0 0 55 0
Total 8 0 875 850
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,725 8
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Existing_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Cherbourg Way Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 32 0 0 88 North/South
Through 0 0 521 507 x East/West
Right 0 0 62 0
Total 32 0 583 595
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,178 32
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Existing_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Fox Creek Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 24 0 0 74 North/South
Through 0 0 914 826 x East/West
Right 0 0 36 0
Total 24 0 950 900
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 1,850 24
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Existing_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing
Minor Street Fox Creek Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 42 0 0 86 North/South
Through 0 0 542 553 x East/West
Right 0 0 52 0
Total 42 0 594 639
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 1,233 42
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Existing_PM

ATTACHMENT E
Appendix D: Existing Plus Project
Signal Warrant Worksheets

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Existing Plus Project
Minor Street Project Driveway #1 Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 61 0 100 x North/South
Through 665 1,019 0 0 East/West
Right 35 0 0 146
Total 700 1,080 0 246
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Traffic Volume (VPH) * 1,780 246
32 YES
Number of Approach Lanes
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Existing_P_AM

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Existing Plus Project
Minor Street Project Driveway #1 Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 223 0 70 x North/South
Through 831 739 0 0 East/West
Right 119 0 0 102
Total 950 962 0 172
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,912 172
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Existing_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 22 105 14 70 North/South
Through 0 2 831 766 x East/West
Right 0 86 103 36
Total 22 193 948 872
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,820 193
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Existing_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 18 75 54 47 North/South
Through 2 2 711 590 x East/West
Right 0 67 44 127
Total 20 144 809 764
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,573 144
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Existing_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 343 28 154 North/South
Through 0 2 939 814 x East/West
Right 0 50 55 36
Total 8 395 1,022 1,004
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,026 395
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Existing_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 32 244 117 88 North/South
Through 3 2 643 694 x East/West
Right 0 38 62 128
Total 35 284 822 910
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,732 284
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Existing_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 24 0 14 74 North/South
Through 0 0 1,362 898 x East/West
Right 0 0 36 80
Total 24 0 1,412 1,052
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 2,464 24
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Existing_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Existing Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 42 0 47 86 North/South
Through 0 0 861 808 x East/West
Right 0 0 52 291
Total 42 0 960 1,185
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 2,145 42
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Existing_P_PM

ATTACHMENT E
Appendix E: Existing Plus Project
LOS Worksheets

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 419 415 156 379 7 300 426 85 36 509 151 Future Volume (veh/h) 109 419 415 156 379 7 300 426 85 36 509 151 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 116 446 441 166 403 7 319 453 90 38 541 161 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 141 560 475 193 602 10 344 1197 236 49 651 193 Arrive On Green 0.08 0.30 0.30 0.11 0.33 0.33 0.19 0.41 0.41 0.03 0.24 0.24 Sat Flow, veh/h 1781 1870 1585 1781 1833 32 1781 2946 581 1781 2702 801 Grp Volume(v), veh/h 116 446 441 166 0 410 319 272 271 38 355 347 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1865 1781 1777 1750 1781 1777 1726 Q Serve(g_s), s 8.9 30.5 37.5 12.7 0.0 26.3 24.5 14.9 15.1 2.9 26.3 26.5 Cycle Q Clear(g_c), s 8.9 30.5 37.5 12.7 0.0 26.3 24.5 14.9 15.1 2.9 26.3 26.5 Prop In Lane 1.00 1.00 1.00 0.02 1.00 0.33 1.00 0.46
Lane Grp Cap(c), veh/h 141 560 475 193 0 612 344 722 711 49 428 416 V/C Ratio(X) 0.82 0.80 0.93 0.86 0.00 0.67 0.93 0.38 0.38 0.77 0.83 0.83 Avail Cap(c_a), veh/h 385 606 514 385 0 612 385 755 744 385 755 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.0 44.8 47.2 60.9 0.0 40.2 55.1 28.9 29.0 67.1 50.0 50.1 Incr Delay (d2), s/veh 11.1 6.9 22.7 10.6 0.0 2.8 27.1 0.3 0.3 21.7 4.2 4.4 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 4.4 14.8 17.2 6.2 0.0 12.2 13.2 6.2 6.2 1.6 12.2 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.0 51.6 69.9 71.5 0.0 43.0 82.2 29.2 29.3 88.8 54.2 54.5 LnGrp LOS E D E E A D F C C F D D
Approach Vol, veh/h 1003 576 862 740
Approach Delay, s/veh 62.2 51.2 48.9 56.1
Approach LOS E D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.1 47.6 31.8 39.5 16.0 51.6 8.9 62.4 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 30.0 45.0 30.0 59.0 30.0 45.0 30.0 59.0 Max Q Clear Time (g_c+I1), s 14.7 39.5 26.5 28.5 10.9 28.3 4.9 17.1 Green Ext Time (p_c), s 0.3 2.1 0.3 5.0 0.2 2.0 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 55.2
HCM 6th LOS E

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 3 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 100 146 665 35 61 1019
Future Volume (vph) 100 146 665 35 61 1019
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 109 159 723 38 66 1108
RTOR Reduction (vph) 0 131 0 23 0 0
Lane Group Flow (vph) 109 28 723 15 66 1108
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 8.4 8.4 18.8 18.8 4.6 28.4
Effective Green, g (s) 8.4 8.4 18.8 18.8 4.6 28.4
Actuated g/C Ratio 0.18 0.18 0.39 0.39 0.10 0.59
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 311 278 1999 622 170 2102
v/s Ratio Prot 0.14 0.04 c0.31
v/s Ratio Perm c0.06 0.02 0.01
v/c Ratio 0.35 0.10 0.36 0.02 0.39 0.53
Uniform Delay, d1 17.3 16.5 10.3 8.9 20.3 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.2 0.1 0.0 1.5 0.2
Delay (s) 18.0 16.7 10.4 8.9 21.7 6.0
Level of Service BBBACA
Approach Delay (s) 17.2 10.3 6.9
Approach LOS B B A
Intersection Summary
HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 47.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 664 15 0 1119
Future Vol, veh/h 0 36 664 15 0 1119
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 39 722 16 0 1216
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 361 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 543 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 543 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 12.1 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 543 -
HCM Lane V/C Ratio - - 0.072 -
HCM Control Delay (s) - - 12.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 258 241 460 267 102 434 507 380 259 675 185 Future Volume (veh/h) 70 258 241 460 267 102 434 507 380 259 675 185 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.76 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 284 265 505 293 112 477 557 418 285 742 203 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 112 343 221 575 1020 444 576 1592 488 369 896 391 Arrive On Green 0.06 0.18 0.18 0.17 0.29 0.29 0.17 0.31 0.31 0.11 0.25 0.25 Sat Flow, veh/h 1781 1870 1204 3456 3554 1548 3456 5106 1564 3456 3554 1551 Grp Volume(v), veh/h 77 284 265 505 293 112 477 557 418 285 742 203 Grp Sat Flow(s),veh/h/ln 1781 1870 1204 1728 1777 1548 1728 1702 1564 1728 1777 1551 Q Serve(g_s), s 4.4 15.2 19.0 14.8 6.6 5.8 13.8 8.7 26.0 8.3 20.5 11.7 Cycle Q Clear(g_c), s 4.4 15.2 19.0 14.8 6.6 5.8 13.8 8.7 26.0 8.3 20.5 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 112 343 221 575 1020 444 576 1592 488 369 896 391 V/C Ratio(X) 0.69 0.83 1.20 0.88 0.29 0.25 0.83 0.35 0.86 0.77 0.83 0.52 Avail Cap(c_a), veh/h 327 343 221 634 1020 444 967 1675 513 800 994 434 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 40.7 42.3 42.2 28.7 28.4 41.8 27.5 33.5 45.0 36.6 33.3 Incr Delay (d2), s/veh 7.3 15.4 125.4 12.5 0.1 0.1 3.1 0.1 13.1 3.4 5.4 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 8.4 13.3 7.0 2.7 2.2 6.0 3.4 11.6 3.6 9.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 56.2 167.7 54.7 28.8 28.5 44.9 27.7 46.6 48.5 42.1 34.4 LnGrp LOS D E F DCCDCDDDC
Approach Vol, veh/h 626 910 1452 1230
Approach Delay, s/veh 103.2 43.1 38.8 42.3
Approach LOS F D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.1 38.3 12.5 35.7 23.3 32.1 23.2 25.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 24.0 34.0 19.0 19.0 29.0 29.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 10.3 28.0 6.4 8.6 15.8 22.5 16.8 21.0 Green Ext Time (p_c), s 0.8 2.6 0.1 0.2 1.4 2.8 0.5 0.0 Intersection Summary
HCM 6th Ctrl Delay 50.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 161 4 139 225 16 14 191 970 62 64 1271 123 Future Volume (vph) 161 4 139 225 16 14 191 970 62 64 1271 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 3499 1770 3484 Flt Permitted 0.31 1.00 0.48 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 578 1583 894 1563 1770 3499 1770 3484 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 183 5 158 256 18 16 217 1102 70 73 1444 140 RTOR Reduction (vph) 0 0 74 0 0 12 030060
Lane Group Flow (vph) 0 188 84 0 274 4 217 1169 0 73 1578 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 25.9 25.9 25.9 25.9 18.7 66.2 8.8 56.3 Effective Green, g (s) 25.9 25.9 25.9 25.9 18.7 66.2 8.8 56.3 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.16 0.57 0.08 0.48 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 128 350 198 346 283 1981 133 1677
v/s Ratio Prot c0.12 0.33 0.04 c0.45
v/s Ratio Perm c0.32 0.05 0.31 0.00
v/c Ratio 1.47 0.24 1.38 0.01 0.77 0.59 0.55 0.94
Uniform Delay, d1 45.5 37.4 45.5 35.5 47.0 16.5 52.1 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 248.4 0.4 200.9 0.0 11.7 0.5 4.6 11.0 Delay (s) 293.9 37.8 246.4 35.5 58.7 17.0 56.7 39.7
Level of Service F D F D E B E D
Approach Delay (s) 176.9 234.8 23.5 40.4
Approach LOS F F C D
Intersection Summary
HCM 2000 Control Delay 62.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.04
Actuated Cycle Length (s) 116.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 43 31 140 70 76 21 1030 62 175 1392 68 Future Volume (veh/h) 78 43 31 140 70 76 21 1030 62 175 1392 68 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 48 35 157 79 85 24 1157 70 197 1564 76 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 114 92 67 203 116 125 38 1818 563 247 2360 115 Arrive On Green 0.06 0.09 0.09 0.11 0.14 0.14 0.02 0.36 0.36 0.14 0.47 0.47 Sat Flow, veh/h 1781 1002 731 1781 817 879 1781 5106 1581 1781 4982 242 Grp Volume(v), veh/h 88 0 83 157 0 164 24 1157 70 197 1068 572 Grp Sat Flow(s),veh/h/ln 1781 0 1733 1781 0 1696 1781 1702 1581 1781 1702 1820 Q Serve(g_s), s 3.4 0.0 3.2 6.0 0.0 6.4 0.9 13.2 2.1 7.5 16.9 16.9 Cycle Q Clear(g_c), s 3.4 0.0 3.2 6.0 0.0 6.4 0.9 13.2 2.1 7.5 16.9 16.9 Prop In Lane 1.00 0.42 1.00 0.52 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 114 0 160 203 0 241 38 1818 563 247 1612 862 V/C Ratio(X) 0.78 0.00 0.52 0.77 0.00 0.68 0.63 0.64 0.12 0.80 0.66 0.66 Avail Cap(c_a), veh/h 203 0 197 634 0 724 634 3490 1080 634 2327 1244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 30.4 30.2 0.0 28.6 34.1 18.8 15.2 29.3 14.2 14.2 Incr Delay (d2), s/veh 10.7 0.0 2.6 6.2 0.0 3.3 16.1 0.4 0.1 5.8 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 1.4 2.9 0.0 2.8 0.6 4.7 0.7 3.4 5.5 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 0.0 33.0 36.4 0.0 31.9 50.2 19.2 15.3 35.1 14.6 15.1 LnGrp LOS D A C D A C D B B D B B
Approach Vol, veh/h 171 321 1251 1837
Approach Delay, s/veh 38.2 34.1 19.6 17.0
Approach LOS D C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.8 31.0 13.0 11.5 6.5 39.3 9.5 15.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.5 15.2 8.0 5.2 2.9 18.9 5.4 8.4 Green Ext Time (p_c), s 0.4 9.7 0.4 0.1 0.0 13.5 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 418 1094 209 547 943 198 266 564 192 265 985 354 Future Volume (veh/h) 418 1094 209 547 943 198 266 564 192 265 985 354 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 440 1152 220 576 993 208 280 594 202 279 1037 373 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 500 1707 411 617 1924 466 342 1988 483 336 1978 484 Arrive On Green 0.14 0.27 0.27 0.18 0.30 0.30 0.10 0.31 0.31 0.10 0.31 0.31 Sat Flow, veh/h 3456 6434 1549 3456 6434 1557 3456 6434 1562 3456 6434 1576 Grp Volume(v), veh/h 440 1152 220 576 993 208 280 594 202 279 1037 373 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1557 1728 1609 1562 1728 1609 1576 Q Serve(g_s), s 17.5 22.4 17.0 23.0 17.9 15.1 11.1 9.8 14.4 11.1 18.6 30.1 Cycle Q Clear(g_c), s 17.5 22.4 17.0 23.0 17.9 15.1 11.1 9.8 14.4 11.1 18.6 30.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 500 1707 411 617 1924 466 342 1988 483 336 1978 484 V/C Ratio(X) 0.88 0.67 0.54 0.93 0.52 0.45 0.82 0.30 0.42 0.83 0.52 0.77 Avail Cap(c_a), veh/h 617 3215 774 617 3215 778 617 3215 781 493 3215 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.7 46.1 44.1 56.7 40.7 39.7 61.9 36.8 38.4 62.1 40.0 44.0 Incr Delay (d2), s/veh 11.8 0.5 1.1 21.5 0.2 0.7 4.9 0.1 0.6 7.6 0.2 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 8.9 6.6 11.7 7.1 5.8 5.1 3.9 5.5 5.2 7.3 11.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.5 46.5 45.1 78.2 40.9 40.4 66.8 36.9 39.0 69.7 40.3 46.6 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 1812 1777 1076 1689
Approach Delay, s/veh 52.2 52.9 45.1 46.5
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.6 49.3 30.0 42.2 18.8 49.1 25.3 46.9 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 13.1 16.4 25.0 24.4 13.1 32.1 19.5 19.9 Green Ext Time (p_c), s 0.5 5.1 0.0 11.3 0.7 10.5 0.8 9.3 Intersection Summary
HCM 6th Ctrl Delay 49.7
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 14 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 831 103 70 766 36 22 0 86 105 2 86 Future Volume (vph) 14 831 103 70 766 36 22 0 86 105 2 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 0.89 1.00 0.87
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (prot) 1770 4963 1770 5085 1583 1645 1681 1530 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (perm) 1770 4963 1770 5085 1583 1645 1681 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 15 913 113 77 842 40 24 0 95 115 2 95
RTOR Reduction (vph) 0 14 0 0 0 21 0 111 0 0 82 0
Lane Group Flow (vph) 15 1012 0 77 842 19 0 8 0 103 27 0 Confl. Peds. (#/hr) 26 26
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 1.1 28.2 6.9 34.0 34.0 4.7 10.0 10.0 Effective Green, g (s) 1.1 28.2 6.9 34.0 34.0 4.7 10.0 10.0 Actuated g/C Ratio 0.02 0.40 0.10 0.48 0.48 0.07 0.14 0.14 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 27 1976 172 2441 760 109 237 216
v/s Ratio Prot 0.01 c0.20 c0.04 0.17 c0.00 c0.06 0.02
v/s Ratio Perm 0.01
v/c Ratio 0.56 0.51 0.45 0.34 0.03 0.07 0.43 0.13
Uniform Delay, d1 34.6 16.1 30.2 11.5 9.7 31.0 27.8 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.5 0.2 1.9 0.1 0.0 0.3 1.3 0.3
Delay (s) 57.1 16.3 32.0 11.5 9.7 31.3 29.1 26.8
Level of Service E B C B A C C C
Approach Delay (s) 16.9 13.1 31.3 27.9
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 70.8 Sum of lost time (s) 21.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 16 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 939 55 154 814 36 8 0 130 343 2 50 Future Volume (vph) 28 939 55 154 814 36 8 0 130 343 2 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.87 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.96
Satd. Flow (prot) 1770 5027 1770 5085 1583 1621 1681 1642 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.96
Satd. Flow (perm) 1770 5027 1770 5085 1583 1621 1681 1642 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 31 1055 62 173 915 40 9 0 146 385 2 56
RTOR Reduction (vph) 0 5 0 0 0 23 0 143 0 0 12 0
Lane Group Flow (vph) 31 1112 0 173 915 17 0 12 0 223 208 0 Confl. Peds. (#/hr) 16 16
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 4.4 27.9 13.7 37.2 37.2 6.5 17.4 17.4 Effective Green, g (s) 4.4 27.9 13.7 37.2 37.2 6.5 17.4 17.4 Actuated g/C Ratio 0.05 0.32 0.16 0.43 0.43 0.08 0.20 0.20 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 90 1621 280 2186 680 121 338 330
v/s Ratio Prot 0.02 c0.22 c0.10 0.18 c0.01 c0.13 0.13
v/s Ratio Perm 0.01
v/c Ratio 0.34 0.69 0.62 0.42 0.03 0.10 0.66 0.63
Uniform Delay, d1 39.7 25.5 34.0 17.1 14.2 37.3 31.8 31.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 1.2 4.0 0.1 0.0 0.3 4.6 3.9
Delay (s) 42.0 26.7 38.0 17.3 14.2 37.6 36.4 35.5
Level of Service D C D B B D D D
Approach Delay (s) 27.1 20.3 37.6 36.0
Approach LOS CCDD
Intersection Summary
HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 86.5 Sum of lost time (s) 21.0 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 18 ends

Intersection
Int Delay, s/veh 26.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 1362 36 74 898 80 24 0 119 0 0 82 Future Vol, veh/h 14 1362 36 74 898 80 24 0 119 0 0 82
Conflicting Peds, #/hr 0 09900000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 2 22222222222
Mvmt Flow 16 1584 42 86 1044 93 28 0 138 0 0 95
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1137 0 0 1635 0 0 2236 2955 822 - - 522 Stage 1 - ----- 1646 1646 - - - -
Stage 2 - - - - - - 590 1309 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 336 - - 191 - - 45 14 272 0 0 428
Stage 1 - - - - - - 70 155 - 0 0 -
Stage 2 - - - - - - 420 227 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 336 - - 189 - - ~ 22 7 270 - - 428
Mov Cap-2 Maneuver - - - - - - ~ 22 7 - - - -
Stage 1 - - - - - - 66 146 - - - -
Stage 2 - - - - - - 178 124 - - - -
Approach EB WB NB SB
HCM Control Delay, s 0.2 2.7 $ 471.2 15.8

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 93 336 - - 189 - - 428
HCM Lane V/C Ratio 1.788 0.048 - - 0.455 - - 0.223
HCM Control Delay (s) $ 471.2 16.3 - - 39 - - 15.8
HCM Lane LOS F C - - E - - C
HCM 95th %tile Q(veh) 13.7 0.2 - - 2.1 - - 0.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 20 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 1164 155 94 810 303 140 53 101 207 68 102 Future Volume (veh/h) 162 1164 155 94 810 303 140 53 101 207 68 102 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 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 184 1323 176 107 920 344 159 60 115 235 77 116 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 220 1590 212 137 1078 458 195 126 242 271 168 252 Arrive On Green 0.12 0.35 0.35 0.08 0.30 0.30 0.11 0.22 0.22 0.15 0.27 0.27 Sat Flow, veh/h 1781 4540 604 1781 3554 1510 1781 567 1087 1781 632 951 Grp Volume(v), veh/h 184 992 507 107 920 344 159 0 175 235 0 193 Grp Sat Flow(s),veh/h/ln 1781 1702 1740 1781 1777 1510 1781 0 1655 1781 0 1583 Q Serve(g_s), s 10.7 28.3 28.3 6.2 25.8 21.8 9.2 0.0 9.7 13.6 0.0 10.8 Cycle Q Clear(g_c), s 10.7 28.3 28.3 6.2 25.8 21.8 9.2 0.0 9.7 13.6 0.0 10.8 Prop In Lane 1.00 0.35 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 220 1192 609 137 1078 458 195 0 368 271 0 420 V/C Ratio(X) 0.84 0.83 0.83 0.78 0.85 0.75 0.82 0.00 0.48 0.87 0.00 0.46 Avail Cap(c_a), veh/h 589 1192 609 589 1208 513 673 0 547 421 0 523 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.4 31.5 31.5 48.0 34.7 33.3 46.1 0.0 35.8 43.9 0.0 32.6 Incr Delay (d2), s/veh 8.1 5.2 9.6 9.3 5.6 5.4 8.1 0.0 1.0 11.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 11.7 12.8 3.0 11.3 8.6 4.5 0.0 4.1 6.9 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.4 36.7 41.1 57.3 40.3 38.7 54.2 0.0 36.7 55.2 0.0 33.3 LnGrp LOS D D D E D D D A D E A C
Approach Vol, veh/h 1683 1371 334 428
Approach Delay, s/veh 39.9 41.2 45.0 45.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.1 43.1 16.6 33.1 18.1 38.1 21.1 28.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 8.2 30.3 11.2 12.8 12.7 27.8 15.6 11.7 Green Ext Time (p_c), s 0.3 4.0 0.4 1.2 0.5 4.4 0.5 1.1 Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 22 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 1009 250 160 733 146 223 121 91 194 272 251 Future Volume (veh/h) 213 1009 250 160 733 146 223 121 91 194 272 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 229 1085 269 172 788 157 240 130 98 209 292 270 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 270 1374 417 210 1203 363 279 1246 381 248 1156 352 Arrive On Green 0.15 0.27 0.27 0.12 0.24 0.24 0.16 0.24 0.24 0.14 0.23 0.23 Sat Flow, veh/h 1781 5106 1548 1781 5106 1543 1781 5106 1561 1781 5106 1556 Grp Volume(v), veh/h 229 1085 269 172 788 157 240 130 98 209 292 270 Grp Sat Flow(s),veh/h/ln 1781 1702 1548 1781 1702 1543 1781 1702 1561 1781 1702 1556 Q Serve(g_s), s 12.0 18.9 14.7 9.0 13.4 8.3 12.6 1.9 4.8 11.0 4.5 15.5 Cycle Q Clear(g_c), s 12.0 18.9 14.7 9.0 13.4 8.3 12.6 1.9 4.8 11.0 4.5 15.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 270 1374 417 210 1203 363 279 1246 381 248 1156 352 V/C Ratio(X) 0.85 0.79 0.65 0.82 0.66 0.43 0.86 0.10 0.26 0.84 0.25 0.77 Avail Cap(c_a), veh/h 558 1494 453 465 1280 387 465 2561 783 465 2561 781 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 32.5 30.9 41.2 33.1 31.1 39.3 28.1 29.2 40.2 30.4 34.6 Incr Delay (d2), s/veh 7.3 2.7 2.8 7.7 1.1 0.8 8.4 0.0 0.4 7.6 0.1 3.5 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 5.5 7.6 5.6 4.3 5.4 3.1 5.9 0.7 1.8 5.1 1.8 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.9 35.2 33.7 49.0 34.2 31.9 47.7 28.1 29.5 47.8 30.5 38.1 LnGrp LOS DDCDCCDCCDCD
Approach Vol, veh/h 1583 1117 468 771
Approach Delay, s/veh 36.6 36.2 38.4 37.9
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.3 29.4 16.3 31.8 20.0 27.7 19.5 28.5 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 13.0 6.8 11.0 20.9 14.6 17.5 14.0 15.4 Green Ext Time (p_c), s 0.4 1.1 0.4 4.2 0.5 2.8 0.5 3.6 Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 24 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 1168 65 58 790 31 87 7 83 64 22 90 Future Volume (veh/h) 61 1168 65 58 790 31 87 7 83 64 22 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 1256 70 62 849 33 94 8 89 69 24 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 85 1853 804 82 2621 102 302 258 218 316 258 215 Arrive On Green 0.05 0.52 0.52 0.05 0.52 0.52 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 3554 1542 1781 5042 196 1266 1870 1582 1296 1870 1557 Grp Volume(v), veh/h 66 1256 70 62 573 309 94 8 89 69 24 97 Grp Sat Flow(s),veh/h/ln 1781 1777 1542 1781 1702 1834 1266 1870 1582 1296 1870 1557 Q Serve(g_s), s 1.9 13.3 1.2 1.8 4.9 5.0 3.6 0.2 2.6 2.5 0.6 2.9 Cycle Q Clear(g_c), s 1.9 13.3 1.2 1.8 4.9 5.0 4.1 0.2 2.6 2.7 0.6 2.9 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 1853 804 82 1769 953 302 258 218 316 258 215 V/C Ratio(X) 0.78 0.68 0.09 0.76 0.32 0.32 0.31 0.03 0.41 0.22 0.09 0.45 Avail Cap(c_a), veh/h 874 3348 1453 839 3207 1728 724 881 745 747 881 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.0 9.0 6.1 24.0 7.1 7.1 21.0 19.0 20.0 20.2 19.2 20.2 Incr Delay (d2), s/veh 14.0 0.4 0.0 13.3 0.1 0.2 0.6 0.0 1.2 0.3 0.2 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.4 0.3 1.0 1.2 1.3 1.0 0.1 1.0 0.7 0.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 9.5 6.2 37.4 7.2 7.3 21.6 19.1 21.3 20.5 19.3 21.7 LnGrp LOS D A A D A A C B C C B C
Approach Vol, veh/h 1392 944 191 190
Approach Delay, s/veh 10.6 9.2 21.3 20.9
Approach LOS B A C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 31.6 12.0 7.4 31.5 12.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 3.8 15.3 4.9 3.9 7.0 6.1
Green Ext Time (p_c), s 0.1 11.2 0.6 0.1 6.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 26 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 1104 33 17 714 83 57 20 62 54 5 108 Future Volume (veh/h) 178 1104 33 17 714 83 57 20 62 54 5 108 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 1174 35 18 760 88 61 21 66 57 5 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 2376 1035 33 2101 934 79 196 166 74 7 156 Arrive On Green 0.10 0.67 0.67 0.02 0.59 0.59 0.04 0.11 0.11 0.04 0.10 0.10 Sat Flow, veh/h 1781 3554 1548 1781 3554 1580 1781 1870 1576 1781 66 1529 Grp Volume(v), veh/h 189 1174 35 18 760 88 61 21 66 57 0 120 Grp Sat Flow(s),veh/h/ln 1781 1777 1548 1781 1777 1580 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 12.0 20.4 1.0 1.3 13.9 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Cycle Q Clear(g_c), s 12.0 20.4 1.0 1.3 13.9 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 171 2376 1035 33 2101 934 79 196 166 74 0 163 V/C Ratio(X) 1.11 0.49 0.03 0.54 0.36 0.09 0.77 0.11 0.40 0.77 0.00 0.74 Avail Cap(c_a), veh/h 171 2376 1035 171 2101 934 171 588 495 171 0 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 10.3 7.0 60.8 13.3 11.1 59.1 50.6 52.2 59.3 0.0 54.5 Incr Delay (d2), s/veh 89.5 0.5 0.0 13.1 0.5 0.2 14.8 0.2 1.5 15.6 0.0 6.3 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 9.6 7.3 0.3 0.7 5.4 1.1 2.3 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 146.0 10.8 7.1 74.0 13.8 11.3 73.9 50.9 53.8 74.9 0.0 60.8 LnGrp LOS F BAEBBEDDEAE
Approach Vol, veh/h 1398 866 148 177
Approach Delay, s/veh 29.0 14.8 61.7 65.3
Approach LOS C B E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 89.8 9.8 18.5 16.6 80.1 10.1 18.2 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 41.2 12.0 * 39 12.0 * 42 12.0 39.0 Max Q Clear Time (g_c+I1), s 3.3 22.4 6.0 6.9 14.0 15.9 6.2 11.1 Green Ext Time (p_c), s 0.0 8.1 0.0 0.3 0.0 5.6 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1041 959 119 212
Demand Flow Rate, veh/h 1061 979 121 216
Vehicles Circulating, veh/h 198 39 1063 962
Vehicles Exiting, veh/h 980 1145 196 56
Ped Vol Crossing Leg, #/h 0 0 26 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 8.1 6.2 9.1 8.6
Approach LOS AAAA
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.528 0.472
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 499 562 460 519 121 114 102
Cap Entry Lane, veh/h 1125 1200 1302 1374 575 557 627
Entry HV Adj Factor 0.980 0.981 0.980 0.979 0.983 0.985 0.977 Flow Entry, veh/h 489 552 451 508 119 112 100
Cap Entry, veh/h 1103 1178 1276 1346 566 549 612
V/C Ratio 0.444 0.468 0.353 0.378 0.210 0.205 0.163
Control Delay, s/veh 8.1 8.1 6.1 6.2 9.1 9.3 7.8

LOS AA AA A AA
95th %tile Queue, veh 2 3 2 2 1 1 1

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 13.0
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1148 1128 155 443
Demand Flow Rate, veh/h 1171 1150 158 452
Vehicles Circulating, veh/h 571 41 1501 1118
Vehicles Exiting, veh/h 999 1618 241 73
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 17.5 7.0 17.3 15.2
Approach LOS C A C C
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 550 621 540 610 158 240 212
Cap Entry Lane, veh/h 798 874 1300 1371 396 483 549
Entry HV Adj Factor 0.981 0.980 0.982 0.980 0.981 0.978 0.982 Flow Entry, veh/h 540 608 530 598 155 235 208
Cap Entry, veh/h 783 856 1276 1344 389 472 539
V/C Ratio 0.689 0.711 0.415 0.445 0.399 0.497 0.386
Control Delay, s/veh 17.6 17.4 6.9 7.0 17.3 17.4 12.7

LOS C C A A C C B
95th %tile Queue, veh 6 6 2 2 2 3 2

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 183 413 369 99 423 9 311 550 72 12 494 119 Future Volume (veh/h) 183 413 369 99 423 9 311 550 72 12 494 119 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 189 426 380 102 436 9 321 567 74 12 509 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 221 594 504 129 486 10 353 1290 168 25 639 154 Arrive On Green 0.12 0.32 0.32 0.07 0.27 0.27 0.20 0.41 0.41 0.01 0.22 0.22 Sat Flow, veh/h 1781 1870 1585 1781 1826 38 1781 3153 410 1781 2841 683 Grp Volume(v), veh/h 189 426 380 102 0 445 321 319 322 12 317 315 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1864 1781 1777 1786 1781 1777 1747 Q Serve(g_s), s 12.2 23.7 25.3 6.6 0.0 27.1 20.8 15.2 15.3 0.8 19.8 20.0 Cycle Q Clear(g_c), s 12.2 23.7 25.3 6.6 0.0 27.1 20.8 15.2 15.3 0.8 19.8 20.0 Prop In Lane 1.00 1.00 1.00 0.02 1.00 0.23 1.00 0.39
Lane Grp Cap(c), veh/h 221 594 504 129 0 496 353 727 731 25 400 393 V/C Ratio(X) 0.85 0.72 0.75 0.79 0.00 0.90 0.91 0.44 0.44 0.49 0.79 0.80 Avail Cap(c_a), veh/h 454 715 606 454 0 712 454 890 895 454 890 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 35.5 36.1 53.7 0.0 41.7 46.2 25.0 25.1 57.7 43.1 43.1 Incr Delay (d2), s/veh 9.0 2.8 4.4 10.2 0.0 10.7 19.0 0.4 0.4 14.2 3.6 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 10.8 9.9 3.3 0.0 13.4 10.6 6.1 6.2 0.5 9.1 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 38.2 40.4 63.9 0.0 52.3 65.2 25.5 25.5 71.9 46.7 46.9 LnGrp LOS E D D E A D E C C E D D
Approach Vol, veh/h 995 547 962 644
Approach Delay, s/veh 43.1 54.5 38.7 47.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 43.4 28.3 32.5 19.6 37.3 6.6 54.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 30.0 45.0 30.0 59.0 30.0 45.0 30.0 59.0 Max Q Clear Time (g_c+I1), s 8.6 27.3 22.8 22.0 14.2 29.1 2.8 17.3 Green Ext Time (p_c), s 0.2 3.5 0.5 4.4 0.4 2.2 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 44.6
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 3 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 70 102 831 119 223 739
Future Volume (vph) 70 102 831 119 223 739
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 76 111 903 129 242 803
RTOR Reduction (vph) 0 98 0 84 0 0
Lane Group Flow (vph) 76 13 903 45 242 803
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 6.4 6.4 19.1 19.1 13.1 37.2
Effective Green, g (s) 6.4 6.4 19.1 19.1 13.1 37.2
Actuated g/C Ratio 0.12 0.12 0.35 0.35 0.24 0.68
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 207 185 1778 553 424 2411
v/s Ratio Prot c0.18 c0.14 0.23
v/s Ratio Perm c0.04 0.01 0.03
v/c Ratio 0.37 0.07 0.51 0.08 0.57 0.33
Uniform Delay, d1 22.2 21.5 14.0 11.9 18.3 3.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.2 0.2 0.1 1.9 0.1
Delay (s) 23.3 21.6 14.3 11.9 20.1 3.7
Level of Service C C B B C A
Approach Delay (s) 22.3 14.0 7.5
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 54.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 45.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 27 923 55 0 809
Future Vol, veh/h 0 27 923 55 0 809
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 29 1003 60 0 879
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 502 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 440 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 440 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 13.8 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 440 -
HCM Lane V/C Ratio - - 0.067 -
HCM Control Delay (s) - - 13.8 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 81 57 432 74 141 94 788 528 178 596 35 Future Volume (veh/h) 49 81 57 432 74 141 94 788 528 178 596 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 84 59 450 77 147 98 821 550 185 621 36 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 72 245 191 561 899 396 161 1920 588 267 1445 642 Arrive On Green 0.04 0.13 0.13 0.16 0.25 0.25 0.05 0.38 0.38 0.08 0.41 0.41 Sat Flow, veh/h 1781 1870 1458 3456 3554 1565 3456 5106 1565 3456 3554 1579 Grp Volume(v), veh/h 51 84 59 450 77 147 98 821 550 185 621 36 Grp Sat Flow(s),veh/h/ln 1781 1870 1458 1728 1777 1565 1728 1702 1565 1728 1777 1579 Q Serve(g_s), s 2.5 3.6 3.3 11.1 1.5 6.9 2.5 10.6 30.0 4.6 11.2 1.2 Cycle Q Clear(g_c), s 2.5 3.6 3.3 11.1 1.5 6.9 2.5 10.6 30.0 4.6 11.2 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 72 245 191 561 899 396 161 1920 588 267 1445 642 V/C Ratio(X) 0.71 0.34 0.31 0.80 0.09 0.37 0.61 0.43 0.93 0.69 0.43 0.06 Avail Cap(c_a), veh/h 511 505 394 992 960 423 350 1955 599 545 1561 693 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 35.1 34.9 35.8 25.3 27.3 41.5 20.6 26.7 39.9 18.9 16.0 Incr Delay (d2), s/veh 12.2 0.8 0.9 2.7 0.0 0.2 3.6 0.2 21.9 3.2 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 1.7 1.2 4.6 0.6 2.6 1.1 4.0 14.4 2.0 4.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.3 35.9 35.9 38.6 25.3 27.6 45.2 20.8 48.5 43.1 19.2 16.0 LnGrp LOS DDDDCCDCDDBB
Approach Vol, veh/h 194 674 1469 842
Approach Delay, s/veh 40.7 34.6 32.8 24.3
Approach LOS DCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.9 39.4 8.1 28.5 10.2 42.1 18.9 17.6 Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 6.0 6.0 4.5 6.0 Max Green Setting (Gmax), s 14.0 34.0 25.5 24.0 9.0 39.0 25.5 24.0 Max Q Clear Time (g_c+I1), s 6.6 32.0 4.5 8.9 4.5 13.2 13.1 5.6 Green Ext Time (p_c), s 0.3 1.4 0.1 0.1 0.1 4.0 1.3 0.6 Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 119 6 90 130 9 8 150 1289 134 37 952 70 Future Volume (vph) 119 6 90 130 9 8 150 1289 134 37 952 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1778 1583 1779 1563 1770 3480 1770 3497 Flt Permitted 0.60 1.00 0.63 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1114 1583 1181 1563 1770 3480 1770 3497 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 124 6 94 135 9 8 156 1343 140 39 992 73 RTOR Reduction (vph) 0 0 65 006050040
Lane Group Flow (vph) 0 130 29 0 144 2 156 1478 0 39 1061 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 17.4 17.4 17.4 17.4 13.7 48.7 4.5 39.5 Effective Green, g (s) 17.4 17.4 17.4 17.4 13.7 48.7 4.5 39.5 Actuated g/C Ratio 0.20 0.20 0.20 0.20 0.16 0.56 0.05 0.46 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 223 318 237 314 280 1956 91 1595
v/s Ratio Prot c0.09 c0.42 0.02 0.30
v/s Ratio Perm 0.12 0.02 c0.12 0.00
v/c Ratio 0.58 0.09 0.61 0.01 0.56 0.76 0.43 0.66
Uniform Delay, d1 31.3 28.2 31.5 27.7 33.6 14.4 39.8 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.1 4.4 0.0 2.4 1.7 3.2 1.1
Delay (s) 35.2 28.3 35.9 27.7 36.0 16.1 43.0 19.4
Level of Service D C D C D B D B
Approach Delay (s) 32.3 35.4 18.0 20.3
Approach LOS C D B C
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 86.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 43 29 119 52 83 63 1438 83 128 995 49 Future Volume (veh/h) 89 43 29 119 52 83 63 1438 83 128 995 49 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 93 45 30 124 54 86 66 1498 86 133 1036 51 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 120 106 71 162 81 129 86 2212 670 172 2397 118 Arrive On Green 0.07 0.10 0.10 0.09 0.13 0.13 0.05 0.43 0.43 0.10 0.48 0.48 Sat Flow, veh/h 1781 1044 696 1781 649 1033 1781 5106 1547 1781 4978 245 Grp Volume(v), veh/h 93 0 75 124 0 140 66 1498 86 133 708 379 Grp Sat Flow(s),veh/h/ln 1781 0 1740 1781 0 1682 1781 1702 1547 1781 1702 1819 Q Serve(g_s), s 3.9 0.0 3.1 5.1 0.0 6.0 2.8 17.8 2.5 5.5 10.3 10.3 Cycle Q Clear(g_c), s 3.9 0.0 3.1 5.1 0.0 6.0 2.8 17.8 2.5 5.5 10.3 10.3 Prop In Lane 1.00 0.40 1.00 0.61 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 120 0 176 162 0 210 86 2212 670 172 1639 876 V/C Ratio(X) 0.78 0.00 0.43 0.77 0.00 0.67 0.76 0.68 0.13 0.77 0.43 0.43 Avail Cap(c_a), veh/h 189 0 184 589 0 667 589 3242 982 589 2162 1155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 0.0 31.9 33.6 0.0 31.6 35.5 17.2 12.9 33.3 12.8 12.8 Incr Delay (d2), s/veh 10.3 0.0 1.6 7.3 0.0 3.6 13.0 0.4 0.1 7.1 0.2 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 2.0 0.0 1.4 2.5 0.0 2.6 1.5 6.1 0.9 2.6 3.4 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 0.0 33.5 40.9 0.0 35.2 48.5 17.6 12.9 40.4 13.0 13.2 LnGrp LOS D A C D A D D B B D B B
Approach Vol, veh/h 168 264 1650 1220
Approach Delay, s/veh 39.9 37.9 18.6 16.1
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.3 38.7 11.9 12.7 8.7 42.4 10.1 14.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 7.5 19.8 7.1 5.1 4.8 12.3 5.9 8.0 Green Ext Time (p_c), s 0.3 13.0 0.3 0.1 0.1 8.2 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 573 1257 187 409 1107 169 478 989 259 230 681 309 Future Volume (veh/h) 573 1257 187 409 1107 169 478 989 259 230 681 309 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 597 1309 195 426 1153 176 498 1030 270 240 709 322 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 591 1854 446 483 1653 400 548 2208 542 294 1736 416 Arrive On Green 0.17 0.29 0.29 0.14 0.26 0.26 0.16 0.34 0.34 0.09 0.27 0.27 Sat Flow, veh/h 3456 6434 1549 3456 6434 1556 3456 6434 1580 3456 6434 1543 Grp Volume(v), veh/h 597 1309 195 426 1153 176 498 1030 270 240 709 322 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1556 1728 1609 1580 1728 1609 1543 Q Serve(g_s), s 25.0 26.6 15.0 17.7 23.7 13.9 20.7 18.3 19.8 10.0 13.2 28.2 Cycle Q Clear(g_c), s 25.0 26.6 15.0 17.7 23.7 13.9 20.7 18.3 19.8 10.0 13.2 28.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 591 1854 446 483 1653 400 548 2208 542 294 1736 416 V/C Ratio(X) 1.01 0.71 0.44 0.88 0.70 0.44 0.91 0.47 0.50 0.82 0.41 0.77 Avail Cap(c_a), veh/h 591 3081 742 591 3081 745 591 3081 756 473 3081 739 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.6 46.5 42.4 61.7 49.2 45.5 60.5 37.5 38.0 65.7 43.8 49.2 Incr Delay (d2), s/veh 39.6 0.5 0.7 12.6 0.5 0.8 17.3 0.2 0.7 5.8 0.2 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.1 10.6 5.8 8.5 9.5 5.4 10.3 7.2 7.7 4.6 5.3 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 100.2 47.0 43.0 74.3 49.7 46.3 77.8 37.7 38.7 71.5 44.0 52.3 LnGrp LOS F D D E D D E D D E D D
Approach Vol, veh/h 2101 1755 1798 1271
Approach Delay, s/veh 61.7 55.3 49.0 51.3
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.5 56.2 25.4 47.1 28.2 45.4 30.0 42.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 12.0 21.8 19.7 28.6 22.7 30.2 27.0 25.7 Green Ext Time (p_c), s 0.5 10.1 0.8 13.0 0.5 6.7 0.0 11.0 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 14 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 711 44 47 590 127 18 2 36 75 2 67 Future Volume (vph) 54 711 44 47 590 127 18 2 36 75 2 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.87
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1770 5027 1770 5085 1583 1653 1681 1529 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00
Satd. Flow (perm) 1770 5027 1770 5085 1583 1653 1681 1529 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 57 756 47 50 628 135 19 2 38 80 2 71
RTOR Reduction (vph) 0 7 0 0 0 83 0 36 0 0 63 0
Lane Group Flow (vph) 57 796 0 50 628 52 0 23 0 72 18 0 Confl. Peds. (#/hr) 16 16
Confl. Bikes (#/hr) 2 2
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 4.1 22.0 4.0 21.9 21.9 3.5 6.7 6.7 Effective Green, g (s) 4.1 22.0 4.0 21.9 21.9 3.5 6.7 6.7 Actuated g/C Ratio 0.07 0.38 0.07 0.38 0.38 0.06 0.12 0.12 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 126 1933 123 1946 606 101 196 179
v/s Ratio Prot c0.03 c0.16 0.03 0.12 c0.01 c0.04 0.01
v/s Ratio Perm 0.03
v/c Ratio 0.45 0.41 0.41 0.32 0.09 0.23 0.37 0.10
Uniform Delay, d1 25.5 12.9 25.5 12.4 11.3 25.6 23.3 22.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.1 2.2 0.1 0.1 1.2 1.2 0.3
Delay (s) 28.0 13.0 27.7 12.5 11.3 26.7 24.5 22.8
Level of Service C B C B B C C C
Approach Delay (s) 14.0 13.3 26.7 23.6
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 14.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 57.2 Sum of lost time (s) 21.0 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 16 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 117 643 62 88 694 128 32 3 73 244 2 38 Future Volume (vph) 117 643 62 88 694 128 32 3 73 244 2 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.97
Satd. Flow (prot) 1770 4998 1770 5085 1583 1668 1681 1639 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.97
Satd. Flow (perm) 1770 4998 1770 5085 1583 1668 1681 1639 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 126 691 67 95 746 138 34 3 78 262 2 41
RTOR Reduction (vph) 0 12 0 0 0 99 0 70 0 0 12 0
Lane Group Flow (vph) 126 746 0 95 746 39 0 45 0 155 138 0 Confl. Peds. (#/hr) 13 13 1
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 8.4 20.2 7.4 19.2 19.2 5.6 13.0 13.0 Effective Green, g (s) 8.4 20.2 7.4 19.2 19.2 5.6 13.0 13.0 Actuated g/C Ratio 0.12 0.30 0.11 0.29 0.29 0.08 0.19 0.19 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 221 1502 194 1452 452 139 325 317
v/s Ratio Prot c0.07 c0.15 0.05 0.15 c0.03 c0.09 0.08
v/s Ratio Perm 0.02
v/c Ratio 0.57 0.50 0.49 0.51 0.09 0.33 0.48 0.44
Uniform Delay, d1 27.7 19.3 28.1 20.1 17.6 29.0 24.1 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.3 1.9 0.3 0.1 1.4 1.1 1.0
Delay (s) 31.2 19.6 30.1 20.4 17.7 30.4 25.2 24.8
Level of Service C B C C B C C C
Approach Delay (s) 21.2 21.0 30.4 25.0
Approach LOS CCCC
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 67.2 Sum of lost time (s) 21.0 Intersection Capacity Utilization 47.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 18 ends

Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 861 52 86 808 291 42 0 62 0 0 60
Future Vol, veh/h 47 861 52 86 808 291 42 0 62 0 0 60
Conflicting Peds, #/hr 0 0 11 11 00000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 51 926 56 92 869 313 45 0 67 0 0 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1182 0 0 993 0 0 1599 2433 502 - - 435 Stage 1 - ----- 1067 1067 - - - -
Stage 2 - - - - - - 532 1366 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 319 - - 394 - - 112 31 440 0 0 487
Stage 1 - - - - - - 179 297 - 0 0 -
Stage 2 - - - - - - 456 213 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 319 - - 390 - - 69 20 435 - - 487
Mov Cap-2 Maneuver - - - - - - 69 20 - - - -
Stage 1 - - - - - - 149 247 - - - -
Stage 2 - - - - - - 302 163 - - - -
Approach EB WB NB SB
HCM Control Delay, s 0.9 1.2 94.9 13.5

HCM LOS F B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 138 319 - - 390 - - 487
HCM Lane V/C Ratio 0.81 0.158 - - 0.237 - - 0.132
HCM Control Delay (s) 94.9 18.4 - - 17.1 - - 13.5
HCM Lane LOS F C - - C - - B
HCM 95th %tile Q(veh) 5 0.6 - - 0.9 - - 0.5

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 20 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 833 57 42 1083 68 42 6 41 91 11 60 Future Volume (veh/h) 33 833 57 42 1083 68 42 6 41 91 11 60 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 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 38 947 65 48 1231 77 48 7 47 103 12 68 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 54 2089 143 63 1542 682 125 31 208 137 36 204 Arrive On Green 0.03 0.43 0.43 0.04 0.43 0.43 0.07 0.15 0.15 0.08 0.15 0.15 Sat Flow, veh/h 1781 4870 333 1781 3554 1572 1781 210 1407 1781 233 1321 Grp Volume(v), veh/h 38 661 351 48 1231 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1800 1781 1777 1572 1781 0 1617 1781 0 1555 Q Serve(g_s), s 1.4 9.3 9.3 1.8 20.2 2.0 1.7 0.0 2.0 3.8 0.0 3.1 Cycle Q Clear(g_c), s 1.4 9.3 9.3 1.8 20.2 2.0 1.7 0.0 2.0 3.8 0.0 3.1 Prop In Lane 1.00 0.19 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 54 1460 772 63 1542 682 125 0 239 137 0 240 V/C Ratio(X) 0.71 0.45 0.45 0.77 0.80 0.11 0.38 0.00 0.23 0.75 0.00 0.33 Avail Cap(c_a), veh/h 924 1816 960 924 1896 839 1056 0 839 660 0 806 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.4 13.7 13.7 32.3 16.5 11.4 30.0 0.0 25.3 30.5 0.0 25.4 Incr Delay (d2), s/veh 15.6 0.2 0.4 17.4 2.0 0.1 1.9 0.0 0.5 8.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.0 3.2 1.0 7.1 0.7 0.8 0.0 0.8 1.9 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.0 13.9 14.1 49.7 18.6 11.4 31.9 0.0 25.8 38.7 0.0 26.2 LnGrp LOS D B B D B B C A C D A C
Approach Vol, veh/h 1050 1356 102 183
Approach Delay, s/veh 15.2 19.3 28.7 33.2
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 34.9 9.7 15.4 7.0 35.3 10.2 15.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.8 11.3 3.7 5.1 3.4 22.2 5.8 4.0 Green Ext Time (p_c), s 0.1 6.6 0.1 0.5 0.1 7.0 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 22 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 675 140 142 879 167 181 210 177 109 150 133 Future Volume (veh/h) 150 675 140 142 879 167 181 210 177 109 150 133 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 156 703 146 148 916 174 189 219 184 114 156 139 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 204 1419 434 193 1390 430 241 973 298 151 714 221 Arrive On Green 0.11 0.28 0.28 0.11 0.27 0.27 0.14 0.19 0.19 0.08 0.14 0.14 Sat Flow, veh/h 1781 5106 1561 1781 5106 1580 1781 5106 1562 1781 5106 1582 Grp Volume(v), veh/h 156 703 146 148 916 174 189 219 184 114 156 139 Grp Sat Flow(s),veh/h/ln 1781 1702 1561 1781 1702 1580 1781 1702 1562 1781 1702 1582 Q Serve(g_s), s 5.5 7.5 4.8 5.3 10.3 5.9 6.7 2.4 7.0 4.1 1.8 5.4 Cycle Q Clear(g_c), s 5.5 7.5 4.8 5.3 10.3 5.9 6.7 2.4 7.0 4.1 1.8 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 1419 434 193 1390 430 241 973 298 151 714 221 V/C Ratio(X) 0.77 0.50 0.34 0.77 0.66 0.40 0.78 0.23 0.62 0.76 0.22 0.63 Avail Cap(c_a), veh/h 822 2199 672 685 1885 583 685 3769 1153 685 3769 1167 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 19.7 18.7 28.2 21.0 19.4 27.2 22.3 24.1 29.1 24.8 26.4 Incr Delay (d2), s/veh 5.9 0.3 0.5 6.2 0.5 0.6 5.5 0.1 2.1 7.5 0.2 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 2.6 1.6 2.4 3.7 2.0 2.9 0.9 2.5 1.9 0.7 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 19.9 19.2 34.4 21.5 20.0 32.7 22.4 26.2 36.6 25.0 29.3 LnGrp LOS C B B C C B CCCDCC
Approach Vol, veh/h 1005 1238 592 409
Approach Delay, s/veh 22.0 22.8 26.9 29.7
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 18.4 12.1 24.1 13.8 15.1 12.4 23.7 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 6.1 9.0 7.3 9.5 8.7 7.4 7.5 12.3 Green Ext Time (p_c), s 0.2 2.0 0.3 4.7 0.4 1.4 0.4 5.1 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 24 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 856 34 101 1138 63 27 15 91 50 15 35 Future Volume (veh/h) 71 856 34 101 1138 63 27 15 91 50 15 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 920 37 109 1224 68 29 16 98 54 16 38 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 100 1591 694 145 2342 130 316 215 182 308 215 182 Arrive On Green 0.06 0.45 0.45 0.08 0.47 0.47 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 3554 1550 1781 4949 275 1347 1870 1581 1276 1870 1581 Grp Volume(v), veh/h 76 920 37 109 842 450 29 16 98 54 16 38 Grp Sat Flow(s),veh/h/ln 1781 1777 1550 1781 1702 1820 1347 1870 1581 1276 1870 1581 Q Serve(g_s), s 1.8 8.1 0.6 2.5 7.3 7.3 0.8 0.3 2.5 1.7 0.3 0.9 Cycle Q Clear(g_c), s 1.8 8.1 0.6 2.5 7.3 7.3 1.2 0.3 2.5 2.0 0.3 0.9 Prop In Lane 1.00 1.00 1.00 0.15 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 100 1591 694 145 1611 861 316 215 182 308 215 182 V/C Ratio(X) 0.76 0.58 0.05 0.75 0.52 0.52 0.09 0.07 0.54 0.18 0.07 0.21 Avail Cap(c_a), veh/h 1056 4045 1765 1014 3875 2072 927 1064 900 887 1064 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 8.7 6.6 19.0 7.8 7.8 17.2 16.7 17.6 17.5 16.7 16.9 Incr Delay (d2), s/veh 11.4 0.3 0.0 7.6 0.3 0.5 0.1 0.1 2.5 0.3 0.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 2.0 0.1 1.2 1.6 1.8 0.2 0.1 0.9 0.5 0.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 9.0 6.6 26.6 8.0 8.3 17.3 16.8 20.1 17.8 16.8 17.5 LnGrp LOS C A A C AABBCBBB
Approach Vol, veh/h 1033 1401 143 108
Approach Delay, s/veh 10.5 9.6 19.1 17.5
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.4 23.9 9.9 7.4 25.0 9.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 4.5 10.1 4.0 3.8 9.3 4.5
Green Ext Time (p_c), s 0.2 7.4 0.3 0.1 10.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 26 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 741 43 49 1026 171 25 15 28 133 16 251 Future Volume (veh/h) 213 741 43 49 1026 171 25 15 28 133 16 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 227 788 46 52 1091 182 27 16 30 141 17 267 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 158 2066 921 67 1884 837 42 258 215 158 19 305 Arrive On Green 0.09 0.58 0.58 0.04 0.53 0.53 0.02 0.14 0.14 0.09 0.20 0.20 Sat Flow, veh/h 1781 3554 1584 1781 3554 1579 1781 1870 1557 1781 96 1502 Grp Volume(v), veh/h 227 788 46 52 1091 182 27 16 30 141 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1584 1781 1777 1579 1781 1870 1557 1781 0 1597 Q Serve(g_s), s 12.0 16.1 1.7 3.9 28.1 8.3 2.0 1.0 2.3 10.6 0.0 23.3 Cycle Q Clear(g_c), s 12.0 16.1 1.7 3.9 28.1 8.3 2.0 1.0 2.3 10.6 0.0 23.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 158 2066 921 67 1884 837 42 258 215 158 0 325 V/C Ratio(X) 1.43 0.38 0.05 0.77 0.58 0.22 0.64 0.06 0.14 0.89 0.00 0.87 Avail Cap(c_a), veh/h 158 2066 921 158 1884 837 158 544 453 158 0 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.5 15.2 12.2 64.4 21.5 16.8 65.3 50.6 51.1 60.8 0.0 52.1 Incr Delay (d2), s/veh 224.2 0.5 0.1 16.9 1.3 0.6 15.2 0.1 0.3 41.5 0.0 12.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.2 6.4 0.6 2.1 11.6 3.2 1.1 0.5 0.9 6.6 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 285.7 15.7 12.3 81.3 22.8 17.4 80.6 50.7 51.4 102.4 0.0 64.7 LnGrp LOS F B B F C B F D D F A E
Approach Vol, veh/h 1061 1325 73 425
Approach Delay, s/veh 73.3 24.4 62.1 77.2
Approach LOS E C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 84.7 16.6 24.0 16.6 77.8 7.8 32.8 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 51.2 12.0 * 39 12.0 * 52 12.0 39.0 Max Q Clear Time (g_c+I1), s 5.9 18.1 12.6 4.3 14.0 30.1 4.0 25.3 Green Ext Time (p_c), s 0.0 6.0 0.0 0.1 0.0 8.4 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 51.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 1 ends

Intersection
Intersection Delay, s/veh 6.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 860 813 59 153
Demand Flow Rate, veh/h 877 830 60 156
Vehicles Circulating, veh/h 135 79 911 711
Vehicles Exiting, veh/h 732 892 101 198
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 5.8 6.6 6.1
Approach LOS AAAA
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.532 0.468
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 412 465 390 440 60 83 73
Cap Entry Lane, veh/h 1192 1266 1255 1328 655 702 776
Entry HV Adj Factor 0.981 0.980 0.980 0.980 0.983 0.977 0.985 Flow Entry, veh/h 404 456 382 431 59 81 72
Cap Entry, veh/h 1169 1241 1230 1301 643 686 764
V/C Ratio 0.346 0.367 0.311 0.331 0.092 0.118 0.094
Control Delay, s/veh 6.4 6.4 5.8 5.8 6.6 6.5 5.7

LOS AA AA A AA
95th %tile Queue, veh 2 2 1 1 0 0 0

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 884 979 115 305
Demand Flow Rate, veh/h 902 999 118 311
Vehicles Circulating, veh/h 366 167 1101 893
Vehicles Exiting, veh/h 838 1052 167 273
Ped Vol Crossing Leg, #/h 1 0 13 0
Ped Cap Adj 0.999 1.000 1.000 1.000
Approach Delay, s/veh 8.9 7.4 9.5 9.1
Approach LOS AAAA
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 424 478 470 529 118 165 146
Cap Entry Lane, veh/h 964 1040 1158 1232 557 594 665
Entry HV Adj Factor 0.980 0.980 0.979 0.981 0.974 0.980 0.982 Flow Entry, veh/h 416 469 460 519 115 162 143
Cap Entry, veh/h 944 1019 1133 1209 543 582 653
V/C Ratio 0.440 0.460 0.406 0.429 0.212 0.278 0.220
Control Delay, s/veh 9.0 8.8 7.4 7.3 9.5 9.9 8.2

LOS AA AA A AA
95th %tile Queue, veh 2 2 2 2 1 1 1

ATTACHMENT E
Appendix F: Existing Plus Project
Queue Worksheets

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 116 446 441 166 410 319 543 38 702 v/c Ratio 0.65 0.84 0.68 0.73 0.70 0.92 0.39 0.38 0.82
Control Delay 85.6 67.9 25.8 84.5 56.2 93.4 34.7 84.8 62.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.6 67.9 25.8 84.5 56.2 93.4 34.7 84.8 62.3 Queue Length 50th (ft) 115 422 157 164 363 321 206 38 346 Queue Length 95th (ft) 200 #729 337 267 574 #613 290 87 451 Internal Link Dist (ft) 3966 4053 4736 2544
Turn Bay Length (ft) 240 240 165 375 410
Base Capacity (vph) 346 547 654 346 588 346 1396 346 1330 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.34 0.82 0.67 0.48 0.70 0.92 0.39 0.11 0.53 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
2: West Ln & Project Rd (Full Access) 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 2 ends

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 109 159 723 38 66 1108
v/c Ratio 0.34 0.38 0.35 0.06 0.23 0.55
Control Delay 20.1 7.0 12.0 5.7 20.2 7.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.1 7.0 12.0 5.7 20.2 7.5
Queue Length 50th (ft) 24 0 54 0 15 77
Queue Length 95th (ft) 67 39 95 16 48 140
Internal Link Dist (ft) 1942 1387 472
Turn Bay Length (ft) 250 340
Base Capacity (vph) 785 791 3836 1203 392 3457
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.14 0.20 0.19 0.03 0.17 0.32
Intersection Summary

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 3 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 284 265 505 293 112 477 557 418 285 742 203 v/c Ratio 0.18 0.62 0.42 0.59 0.33 0.23 0.89 0.44 0.61 0.75 1.03 0.43 Control Delay 52.1 63.2 23.7 59.3 53.4 4.7 88.1 54.1 9.5 84.2 105.5 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.1 63.2 23.7 59.3 53.4 4.7 88.1 54.1 9.5 84.2 105.5 9.4 Queue Length 50th (ft) 70 290 133 264 145 0 271 188 13 163 441 0 Queue Length 95th (ft) 121 401 210 329 194 33 340 239 120 211 #578 73 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 200 300 300 300 300 320
Base Capacity (vph) 438 461 664 850 876 481 601 1262 689 498 719 473 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.18 0.62 0.40 0.59 0.33 0.23 0.79 0.44 0.61 0.57 1.03 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 4 ends

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 188 158 274 16 217 1172 73 1584
v/c Ratio 1.46 0.37 1.38 0.04 0.76 0.59 0.47 0.95
Control Delay 278.7 19.1 232.6 0.2 64.2 18.9 61.4 43.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 278.7 19.1 232.6 0.2 64.2 18.9 61.4 43.1
Queue Length 50th (ft) ~194 38 ~275 0 153 282 52 560
Queue Length 95th (ft) #340 98 #438 0 252 440 105 #882
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 129 427 199 405 383 2001 383 1666
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 1.46 0.37 1.38 0.04 0.57 0.59 0.19 0.95 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 88 83 157 164 24 1157 70 197 1640 v/c Ratio 0.56 0.38 0.48 0.48 0.18 0.70 0.12 0.66 0.64
Control Delay 64.8 38.7 48.4 32.2 56.8 33.0 0.4 54.3 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.8 38.7 48.4 32.2 56.8 33.0 0.4 54.3 22.4 Queue Length 50th (ft) 48 33 83 65 13 201 0 103 196
Queue Length 95th (ft) #208 98 227 152 56 438 0 281 590 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 157 321 490 644 490 2708 888 490 2818 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.56 0.26 0.32 0.25 0.05 0.43 0.08 0.40 0.58 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 6 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 440 1152 220 576 993 208 280 594 202 279 1037 373 v/c Ratio 0.69 0.66 0.39 0.90 0.57 0.39 0.64 0.36 0.37 0.64 0.63 0.63 Control Delay 60.6 46.7 10.1 73.5 44.8 13.8 65.6 42.2 7.0 66.3 47.2 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.6 46.7 10.1 73.5 44.8 13.8 65.6 42.2 7.0 66.3 47.2 19.6 Queue Length 50th (ft) 187 260 17 256 217 33 121 125 0 120 234 87 Queue Length 95th (ft) #328 355 92 #494 301 113 200 173 62 205 321 224 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 639 3343 898 639 3343 884 639 3582 960 511 3343 932 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.69 0.34 0.24 0.90 0.30 0.24 0.44 0.17 0.21 0.55 0.31 0.40 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 7 ends

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 15 1026 77 842 40 119 103 109
v/c Ratio 0.09 0.54 0.33 0.32 0.05 0.41 0.41 0.35
Control Delay 35.1 19.5 34.3 11.5 0.1 9.7 34.2 12.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.1 19.5 34.3 11.5 0.1 9.7 34.2 12.7
Queue Length 50th (ft) 6 124 29 64 0 0 40 5
Queue Length 95th (ft) 27 210 81 154 0 36 105 53
Internal Link Dist (ft) 1289 1260 552 170
Turn Bay Length (ft) 300 300 250 250
Base Capacity (vph) 285 2720 427 3205 1046 384 541 557
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.38 0.18 0.26 0.04 0.31 0.19 0.20 Intersection Summary

ATTACHMENT E
Queues
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 8 ends

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 31 1117 173 915 40 155 223 220
v/c Ratio 0.21 0.74 0.60 0.41 0.05 0.53 0.65 0.63
Control Delay 44.8 31.3 44.8 19.2 0.1 12.1 41.6 38.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.8 31.3 44.8 19.2 0.1 12.1 41.6 38.6
Queue Length 50th (ft) 16 184 86 125 0 0 115 106
Queue Length 95th (ft) 50 315 177 215 0 43 217 205
Internal Link Dist (ft) 1260 1170 828 237
Turn Bay Length (ft) 350 350 250 300
Base Capacity (vph) 215 1783 431 2429 818 354 615 610
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.14 0.63 0.40 0.38 0.05 0.44 0.36 0.36 Intersection Summary

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 9 ends

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 184 1499 107 920 344 159 175 235 193 v/c Ratio 0.69 0.89 0.57 0.88 0.59 0.66 0.46 0.73 0.47
Control Delay 66.0 47.7 67.5 53.9 20.3 66.3 32.8 64.5 35.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.0 47.7 67.5 53.9 20.3 66.3 32.8 64.5 35.9 Queue Length 50th (ft) 147 434 86 388 88 127 82 182 102 Queue Length 95th (ft) 234 #595 153 #592 209 208 157 #316 194 Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 510 1688 510 1050 585 583 719 364 484 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.36 0.89 0.21 0.88 0.59 0.27 0.24 0.65 0.40 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 10 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 229 1085 269 172 788 157 240 130 98 209 292 270 v/c Ratio 0.71 0.72 0.45 0.64 0.59 0.30 0.73 0.15 0.28 0.71 0.38 0.58 Control Delay 56.8 39.4 12.9 57.9 39.0 9.2 57.0 39.3 10.4 58.8 42.7 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.8 39.4 12.9 57.9 39.0 9.2 57.0 39.3 10.4 58.8 42.7 10.5 Queue Length 50th (ft) 134 222 30 101 157 3 138 26 0 122 62 0 Queue Length 95th (ft) 319 436 140 252 317 67 #393 57 47 #319 115 73 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 523 1545 610 436 1343 517 436 2408 790 436 2408 879 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.44 0.70 0.44 0.39 0.59 0.30 0.55 0.05 0.12 0.48 0.12 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 11 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 66 1256 70 62 882 94 8 89 69 24 97 v/c Ratio 0.31 0.69 0.09 0.29 0.34 0.37 0.02 0.25 0.27 0.07 0.27 Control Delay 38.3 18.1 4.4 38.3 12.7 32.0 26.6 8.5 29.8 26.9 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 18.1 4.4 38.3 12.7 32.0 26.6 8.5 29.8 26.9 8.4 Queue Length 50th (ft) 25 201 0 23 76 35 3 0 25 8 0
Queue Length 95th (ft) 86 471 26 82 180 92 16 36 71 32 38 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 668 2598 1138 641 3653 521 703 645 528 703 648 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.48 0.06 0.10 0.24 0.18 0.01 0.14 0.13 0.03 0.15 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/28/2024
Existing_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 12 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 189 1174 35 18 760 88 61 21 66 57 120 v/c Ratio 0.64 0.50 0.03 0.19 0.42 0.11 0.46 0.10 0.25 0.44 0.45 Control Delay 59.9 16.4 0.1 60.2 22.8 4.1 66.0 45.1 3.5 65.4 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 16.4 0.1 60.2 22.8 4.1 66.0 45.1 3.5 65.4 13.3 Queue Length 50th (ft) 142 167 0 14 186 0 48 17 0 45 4
Queue Length 95th (ft) #323 #613 0 39 343 30 93 32 9 89 47 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 296 2360 1061 169 1793 830 169 585 564 169 576 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.64 0.50 0.03 0.11 0.42 0.11 0.36 0.04 0.12 0.34 0.21 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 189 426 380 102 445 321 641 12 632 v/c Ratio 0.76 0.68 0.55 0.61 0.83 0.91 0.43 0.15 0.80
Control Delay 83.2 51.6 18.3 84.3 66.1 89.5 32.9 79.8 63.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.2 51.6 18.3 84.3 66.1 89.5 32.9 79.8 63.0 Queue Length 50th (ft) 183 360 106 99 410 316 220 12 309 Queue Length 95th (ft) 293 565 244 178 #705 #598 343 38 406 Internal Link Dist (ft) 3966 4053 4736 2544
Turn Bay Length (ft) 240 240 165 375 410
Base Capacity (vph) 353 629 694 353 556 353 1486 353 1359 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.54 0.68 0.55 0.29 0.80 0.91 0.43 0.03 0.47 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
2: West Ln & Project Rd (Full Access) 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 2 ends

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 76 111 903 129 242 803
v/c Ratio 0.29 0.34 0.51 0.20 0.56 0.31
Control Delay 26.4 9.2 16.7 4.7 24.7 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.4 9.2 16.7 4.7 24.7 4.3
Queue Length 50th (ft) 22 0 86 0 69 48
Queue Length 95th (ft) 64 39 151 33 147 85
Internal Link Dist (ft) 1942 1387 472
Turn Bay Length (ft) 250 340
Base Capacity (vph) 416 457 2191 755 1039 3370
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.18 0.24 0.41 0.17 0.23 0.24
Intersection Summary

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 3 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 51 84 59 450 77 147 98 821 550 185 621 36 v/c Ratio 0.18 0.20 0.13 0.83 0.14 0.38 0.39 0.61 0.67 0.49 0.58 0.07 Control Delay 36.6 36.3 0.6 61.8 47.7 8.7 63.0 39.9 7.9 56.5 36.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 36.3 0.6 61.8 47.7 8.7 63.0 39.9 7.9 56.5 36.8 0.2 Queue Length 50th (ft) 30 51 0 191 30 0 41 228 0 77 240 0 Queue Length 95th (ft) 70 101 0 #288 57 48 76 290 103 122 307 0 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 200 300 300 300 300 320
Base Capacity (vph) 535 760 715 762 785 474 277 1898 927 588 1642 785 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.10 0.11 0.08 0.59 0.10 0.31 0.35 0.43 0.59 0.31 0.38 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 4 ends

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 130 94 144 8 156 1483 39 1065
v/c Ratio 0.57 0.24 0.60 0.02 0.55 0.74 0.24 0.70
Control Delay 45.3 12.2 45.7 0.1 44.7 18.2 46.6 22.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.3 12.2 45.7 0.1 44.7 18.2 46.6 22.8
Queue Length 50th (ft) 70 6 78 0 87 336 22 234
Queue Length 95th (ft) 145 50 157 0 164 514 59 377
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 339 538 359 526 561 2428 561 2418
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.38 0.17 0.40 0.02 0.28 0.61 0.07 0.44 Intersection Summary

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 5 ends

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 93 75 124 140 66 1498 86 133 1087 v/c Ratio 0.62 0.35 0.43 0.44 0.39 0.74 0.12 0.56 0.46
Control Delay 69.4 38.5 50.8 27.9 57.0 30.9 0.7 54.9 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.4 38.5 50.8 27.9 57.0 30.9 0.7 54.9 21.9 Queue Length 50th (ft) 55 32 71 47 38 261 0 76 156
Queue Length 95th (ft) #218 89 185 114 114 #591 3 194 361 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 150 312 469 617 469 2590 852 469 2656 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.62 0.24 0.26 0.23 0.14 0.58 0.10 0.28 0.41 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 6 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 597 1309 195 426 1153 176 498 1030 270 240 709 322 v/c Ratio 0.99 0.70 0.35 0.71 0.62 0.33 0.83 0.58 0.44 0.64 0.53 0.63 Control Delay 93.6 48.5 12.7 66.0 46.4 17.0 71.5 47.1 9.3 72.5 51.9 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.6 48.5 12.7 66.0 46.4 17.0 71.5 47.1 9.3 72.5 51.9 18.9 Queue Length 50th (ft) 277 300 28 187 256 40 223 242 17 107 172 62 Queue Length 95th (ft) #545 409 103 #328 354 116 #420 323 99 185 227 177 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 602 3150 834 602 3150 821 602 3376 936 482 3150 879 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.99 0.42 0.23 0.71 0.37 0.21 0.83 0.31 0.29 0.50 0.23 0.37 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
8: Caywood Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 7 ends

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 57 803 50 628 135 59 72 81
v/c Ratio 0.21 0.34 0.19 0.27 0.17 0.22 0.26 0.26
Control Delay 27.6 15.7 27.6 15.5 4.9 17.3 27.2 11.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.6 15.7 27.6 15.5 4.9 17.3 27.2 11.7
Queue Length 50th (ft) 19 87 16 67 0 7 24 3
Queue Length 95th (ft) 57 145 51 114 36 41 69 42
Internal Link Dist (ft) 1289 1260 552 170
Turn Bay Length (ft) 300 300 250 250
Base Capacity (vph) 392 3814 392 3861 1234 397 745 718
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.21 0.13 0.16 0.11 0.15 0.10 0.11 Intersection Summary

ATTACHMENT E
Queues
9: Cherbourg Wy & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 8 ends

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 126 758 95 746 138 115 155 150
v/c Ratio 0.42 0.49 0.35 0.51 0.25 0.43 0.47 0.45
Control Delay 34.7 22.1 35.2 23.8 6.3 20.8 33.8 30.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.7 22.1 35.2 23.8 6.3 20.8 33.8 30.8
Queue Length 50th (ft) 49 96 37 99 0 15 63 53
Queue Length 95th (ft) 121 168 98 174 43 73 147 133
Internal Link Dist (ft) 1260 1170 828 237
Turn Bay Length (ft) 350 350 250 300
Base Capacity (vph) 618 3404 464 3183 1043 353 587 582
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.20 0.22 0.20 0.23 0.13 0.33 0.26 0.26 Intersection Summary

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 9 ends

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 38 1012 48 1231 77 48 54 103 81
v/c Ratio 0.25 0.43 0.29 0.74 0.10 0.27 0.17 0.47 0.19
Control Delay 48.6 22.3 48.5 29.4 2.4 47.5 12.5 47.9 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.6 22.3 48.5 29.4 2.4 47.5 12.5 47.9 10.8 Queue Length 50th (ft) 19 136 24 291 0 24 3 51 6
Queue Length 95th (ft) 60 272 71 #641 14 71 34 123 41
Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 727 2343 727 1654 764 830 969 519 687 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.05 0.43 0.07 0.74 0.10 0.06 0.06 0.20 0.12 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 10 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 156 703 146 148 916 174 189 219 184 114 156 139 v/c Ratio 0.57 0.46 0.26 0.56 0.61 0.31 0.64 0.25 0.44 0.50 0.23 0.42 Control Delay 49.3 30.7 7.3 49.7 33.3 10.8 50.8 34.5 8.9 50.5 37.6 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.3 30.7 7.3 49.7 33.3 10.8 50.8 34.5 8.9 50.5 37.6 10.9 Queue Length 50th (ft) 75 107 0 71 148 12 91 37 0 55 27 0 Queue Length 95th (ft) 220 265 57 212 357 90 264 82 58 173 63 55 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 608 1756 634 506 1493 558 506 2797 942 506 2797 922 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.26 0.40 0.23 0.29 0.61 0.31 0.37 0.08 0.20 0.23 0.06 0.15 Intersection Summary

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 11 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 76 920 37 109 1292 29 16 98 54 16 38 v/c Ratio 0.28 0.49 0.04 0.36 0.47 0.11 0.05 0.27 0.21 0.05 0.11 Control Delay 32.6 16.2 1.6 31.8 14.1 24.9 24.0 8.0 26.1 24.0 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.6 16.2 1.6 31.8 14.1 24.9 24.0 8.0 26.1 24.0 2.7 Queue Length 50th (ft) 22 119 0 32 109 8 5 0 16 5 0
Queue Length 95th (ft) 93 329 7 121 286 36 24 37 57 24 9 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 848 2937 1295 814 4118 661 886 794 661 886 779 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.09 0.31 0.03 0.13 0.31 0.04 0.02 0.12 0.08 0.02 0.05 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/28/2024
Existing_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 12 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 227 788 46 52 1091 182 27 16 30 141 284 v/c Ratio 0.60 0.36 0.05 0.43 0.66 0.24 0.27 0.09 0.12 0.90 0.62 Control Delay 56.3 16.6 0.1 70.8 31.2 11.9 67.2 49.6 1.0 109.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.3 16.6 0.1 70.8 31.2 11.9 67.2 49.6 1.0 109.5 12.9 Queue Length 50th (ft) 180 157 0 45 356 40 23 14 0 125 14 Queue Length 95th (ft) #436 355 0 88 536 108 55 29 0 #254 80 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 381 2211 1002 158 1644 765 157 542 525 157 649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.60 0.36 0.05 0.33 0.66 0.24 0.17 0.03 0.06 0.90 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Appendix G: Background Signal
Warrant Worksheets

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Caywood Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 22 0 0 70 North/South
Through 0 0 866 708 x East/West
Right 0 0 103 0
Total 22 0 969 778
Major Street Minor Street Warrant Met Morada Lane Caywood Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,747 22
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Back_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Caywood Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 18 0 0 47 North/South
Through 0 0 594 587 x East/West
Right 0 0 44 0
Total 18 0 638 634
Major Street Minor Street Warrant Met Morada Lane Caywood Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,272 18
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Back_NP_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Cherbourg Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 0 0 154 North/South
Through 0 0 897 770 x East/West
Right 0 0 55 0
Total 8 0 952 924
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,876 8
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Back_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Cherbourg Way Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 32 0 0 88 North/South
Through 0 0 568 602 x East/West
Right 0 0 62 0
Total 32 0 630 690
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,320 32
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Back_NP_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Fox Creek Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 24 0 0 74 North/South
Through 0 0 991 900 x East/West
Right 0 0 36 0
Total 24 0 1,027 974
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,001 24
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Back_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background No Project Minor Street Fox Creek Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 42 0 0 86 North/South
Through 0 0 589 648 x East/West
Right 0 0 52 0
Total 42 0 641 734
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 1,375 42
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Back_NP_PM

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Background Plus Project Minor Street Project Driveway #1 Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 61 0 100 x North/South
Through 907 1,385 0 0 East/West
Right 35 0 0 146
Total 942 1,446 0 246
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Traffic Volume (VPH) * 2,388 246
32 YES
Number of Approach Lanes
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Back_P_AM

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Background Plus Project Minor Street Project Driveway #1 Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 223 0 70 x North/South
Through 1,198 1,048 0 0 East/West
Right 119 0 0 102
Total 1,317 1,271 0 172
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,588 172
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Back_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 22 105 14 70 North/South
Through 0 2 908 840 x East/West
Right 0 86 103 36
Total 22 193 1,025 946
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,971 193
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Back_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 18 75 54 47 North/South
Through 2 2 758 685 x East/West
Right 0 67 44 127
Total 20 144 856 859
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,715 144
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Back_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 343 28 154 North/South
Through 0 2 1,016 888 x East/West
Right 0 50 55 36
Total 8 395 1,099 1,078
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,177 395
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Back_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 32 244 117 88 North/South
Through 3 2 690 789 x East/West
Right 0 38 62 128
Total 35 284 869 1,005
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 1,874 284
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Back_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 24 0 14 74 North/South
Through 0 0 1,439 972 x East/West
Right 0 0 36 80
Total 24 0 1,489 1,126
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 2,615 24
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Back_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Background Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 42 0 47 86 North/South
Through 0 0 908 903 x East/West
Right 0 0 52 291
Total 42 0 1,007 1,280
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 2,287 42
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Back_P_PM

ATTACHMENT E
Appendix H: Background Conditions
LOS Worksheets

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 684 427 221 607 25 300 376 100 53 478 151 Future Volume (veh/h) 203 684 427 221 607 25 300 376 100 53 478 151 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 216 728 318 235 646 27 319 400 106 56 509 161 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 252 855 381 270 889 397 358 1159 510 74 593 265 Arrive On Green 0.14 0.24 0.24 0.15 0.25 0.25 0.20 0.33 0.33 0.04 0.17 0.17 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1564 1781 3554 1585 Grp Volume(v), veh/h 216 728 318 235 646 27 319 400 106 56 509 161 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1564 1781 1777 1585 Q Serve(g_s), s 10.8 17.9 17.4 11.8 15.2 1.2 16.0 7.8 4.5 2.8 12.7 8.6 Cycle Q Clear(g_c), s 10.8 17.9 17.4 11.8 15.2 1.2 16.0 7.8 4.5 2.8 12.7 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 252 855 381 270 889 397 358 1159 510 74 593 265 V/C Ratio(X) 0.86 0.85 0.83 0.87 0.73 0.07 0.89 0.35 0.21 0.76 0.86 0.61 Avail Cap(c_a), veh/h 311 932 416 292 893 398 448 1204 530 156 621 277 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 33.2 33.0 38.0 31.4 26.2 35.6 23.4 22.3 43.4 37.1 35.3 Incr Delay (d2), s/veh 17.4 7.2 12.8 22.6 3.0 0.1 16.9 0.2 0.2 14.5 11.2 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 8.1 7.5 6.6 6.5 0.4 8.1 3.0 1.5 1.5 6.4 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 40.4 45.8 60.6 34.4 26.2 52.5 23.6 22.5 57.9 48.3 38.9 LnGrp LOS E D D E CCDCCEDD
Approach Vol, veh/h 1262 908 825 726
Approach Delay, s/veh 44.4 40.9 34.6 46.9
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.8 28.0 23.4 21.3 18.0 28.9 8.8 35.9 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 15.0 24.0 23.0 16.0 16.0 23.0 8.0 31.0 Max Q Clear Time (g_c+I1), s 13.8 19.9 18.0 14.7 12.8 17.2 4.8 9.8 Green Ext Time (p_c), s 0.1 2.1 0.4 0.5 0.2 2.0 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 252 241 285 246 154 434 640 330 336 854 195 Future Volume (veh/h) 77 252 241 285 246 154 434 640 330 336 854 195 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.80 1.00 0.98 1.00 0.99 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 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 85 277 265 313 270 169 477 703 363 369 938 214 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 95 311 278 468 280 175 529 684 301 343 825 354 Arrive On Green 0.22 0.22 0.22 0.26 0.26 0.26 0.15 0.19 0.19 0.19 0.23 0.23 Sat Flow, veh/h 434 1415 1264 1781 1064 666 3456 3554 1562 1781 3554 1524 Grp Volume(v), veh/h 362 0 265 313 0 439 477 703 363 369 938 214 Grp Sat Flow(s),veh/h/ln 1849 0 1264 1781 0 1731 1728 1777 1562 1781 1777 1524 Q Serve(g_s), s 34.5 0.0 37.6 28.6 0.0 45.5 24.7 35.0 35.0 35.0 42.2 22.8 Cycle Q Clear(g_c), s 34.5 0.0 37.6 28.6 0.0 45.5 24.7 35.0 35.0 35.0 42.2 22.8 Prop In Lane 0.23 1.00 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 0 278 468 0 455 529 684 301 343 825 354 V/C Ratio(X) 0.89 0.00 0.95 0.67 0.00 0.96 0.90 1.03 1.21 1.08 1.14 0.61 Avail Cap(c_a), veh/h 407 0 278 1960 0 1904 665 684 301 343 825 354 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.8 0.0 70.0 59.9 0.0 66.2 75.7 73.4 73.4 73.4 69.8 62.4 Incr Delay (d2), s/veh 20.9 0.0 41.2 0.6 0.0 6.2 13.4 41.6 120.1 70.3 76.4 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.9 0.0 15.5 12.9 0.0 20.6 11.9 19.8 24.0 22.4 27.6 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.6 0.0 111.2 60.5 0.0 72.4 89.1 115.0 193.5 143.7 146.2 65.3 LnGrp LOS F A F E A E FFFFFE
Approach Vol, veh/h 627 752 1543 1521
Approach Delay, s/veh 98.7 67.4 125.5 134.2
Approach LOS F E F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 41.0 41.0 53.8 33.8 48.2 46.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 35.0 35.0 200.0 35.0 35.0 40.0 Max Q Clear Time (g_c+I1), s 37.0 37.0 47.5 26.7 44.2 39.6 Green Ext Time (p_c), s 0.0 0.0 0.3 1.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 114.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 157 4 139 225 16 14 191 1057 62 64 1289 109 Future Volume (vph) 157 4 139 225 16 14 191 1057 62 64 1289 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 3502 1770 3491 Flt Permitted 0.37 1.00 0.52 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 686 1583 975 1563 1770 3502 1770 3491 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 178 5 158 256 18 16 217 1201 70 73 1465 124 RTOR Reduction (vph) 0 0 76 0 0 12 030050
Lane Group Flow (vph) 0 183 82 0 274 4 217 1268 0 73 1584 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 30.8 30.8 30.8 30.8 18.7 60.2 8.8 50.3 Effective Green, g (s) 30.8 30.8 30.8 30.8 18.7 60.2 8.8 50.3 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.16 0.52 0.08 0.43 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 182 421 259 415 285 1820 134 1516
v/s Ratio Prot c0.12 0.36 0.04 c0.45
v/s Ratio Perm 0.27 0.05 c0.28 0.00
v/c Ratio 1.01 0.19 1.06 0.01 0.76 0.70 0.54 1.04
Uniform Delay, d1 42.5 32.9 42.5 31.3 46.4 20.9 51.6 32.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 68.1 0.2 72.0 0.0 11.4 1.2 4.5 35.8 Delay (s) 110.6 33.1 114.5 31.3 57.8 22.1 56.0 68.5
Level of Service F C F C E C E E
Approach Delay (s) 74.7 109.9 27.3 68.0
Approach LOS E F C E
Intersection Summary
HCM 2000 Control Delay 55.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.99
Actuated Cycle Length (s) 115.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 43 31 140 70 72 21 1125 62 161 1438 54 Future Volume (veh/h) 74 43 31 140 70 72 21 1125 62 161 1438 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 48 35 157 79 81 24 1264 70 181 1616 61 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 107 85 62 202 116 119 38 1946 602 229 2464 93 Arrive On Green 0.06 0.09 0.09 0.11 0.14 0.14 0.02 0.38 0.38 0.13 0.49 0.49 Sat Flow, veh/h 1781 1002 731 1781 839 860 1781 5106 1581 1781 5045 190 Grp Volume(v), veh/h 83 0 83 157 0 160 24 1264 70 181 1090 587 Grp Sat Flow(s),veh/h/ln 1781 0 1733 1781 0 1699 1781 1702 1581 1781 1702 1831 Q Serve(g_s), s 3.3 0.0 3.3 6.2 0.0 6.4 1.0 14.7 2.1 7.1 17.3 17.4 Cycle Q Clear(g_c), s 3.3 0.0 3.3 6.2 0.0 6.4 1.0 14.7 2.1 7.1 17.3 17.4 Prop In Lane 1.00 0.42 1.00 0.51 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 107 0 148 202 0 235 38 1946 602 229 1662 894 V/C Ratio(X) 0.78 0.00 0.56 0.78 0.00 0.68 0.64 0.65 0.12 0.79 0.66 0.66 Avail Cap(c_a), veh/h 198 0 193 619 0 708 619 3406 1054 619 2270 1221 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 0.0 31.6 31.0 0.0 29.5 34.9 18.3 14.4 30.4 13.9 13.9 Incr Delay (d2), s/veh 11.3 0.0 3.3 6.3 0.0 3.4 16.4 0.4 0.1 6.0 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 1.5 2.9 0.0 2.8 0.6 5.1 0.7 3.2 5.6 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.6 0.0 35.0 37.3 0.0 32.9 51.3 18.7 14.5 36.5 14.3 14.7 LnGrp LOS D A C D A C D B B D B B
Approach Vol, veh/h 166 317 1358 1858
Approach Delay, s/veh 39.8 35.1 19.0 16.6
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.2 33.4 13.2 11.1 6.5 41.1 9.3 15.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.1 16.7 8.2 5.3 3.0 19.4 5.3 8.4 Green Ext Time (p_c), s 0.4 10.8 0.4 0.1 0.0 13.8 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 398 1094 209 547 943 184 266 693 192 226 1136 288 Future Volume (veh/h) 398 1094 209 547 943 184 266 693 192 226 1136 288 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 419 1152 220 576 993 194 280 729 202 238 1196 303 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 486 1750 421 627 2013 487 346 1941 471 299 1854 454 Arrive On Green 0.14 0.27 0.27 0.18 0.31 0.31 0.10 0.30 0.30 0.09 0.29 0.29 Sat Flow, veh/h 3456 6434 1550 3456 6434 1557 3456 6434 1562 3456 6434 1575 Grp Volume(v), veh/h 419 1152 220 576 993 194 280 729 202 238 1196 303 Grp Sat Flow(s),veh/h/ln 1728 1609 1550 1728 1609 1557 1728 1609 1562 1728 1609 1575 Q Serve(g_s), s 15.7 21.0 16.0 21.7 16.6 13.0 10.5 11.8 13.7 9.0 21.5 22.5 Cycle Q Clear(g_c), s 15.7 21.0 16.0 21.7 16.6 13.0 10.5 11.8 13.7 9.0 21.5 22.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 486 1750 421 627 2013 487 346 1941 471 299 1854 454 V/C Ratio(X) 0.86 0.66 0.52 0.92 0.49 0.40 0.81 0.38 0.43 0.80 0.65 0.67 Avail Cap(c_a), veh/h 652 3399 819 652 3399 823 652 3399 825 522 3399 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.7 42.8 40.9 53.3 37.0 35.7 58.4 36.4 37.1 59.4 41.2 41.6 Incr Delay (d2), s/veh 9.0 0.4 1.0 17.9 0.2 0.5 4.6 0.1 0.6 4.8 0.4 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 8.3 6.1 10.8 6.5 4.9 4.8 4.6 5.3 4.1 8.4 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 43.2 41.9 71.1 37.2 36.3 63.0 36.6 37.7 64.2 41.6 43.3 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 1791 1763 1211 1737
Approach Delay, s/veh 48.1 48.2 42.9 45.0
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.5 46.0 29.0 41.0 18.3 44.2 23.6 46.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 11.0 15.7 23.7 23.0 12.5 24.5 17.7 18.6 Green Ext Time (p_c), s 0.5 6.4 0.3 11.3 0.7 12.5 0.9 9.2 Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 14 ends

Intersection
Int Delay, s/veh 4.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 866 103 70 708 22 86
Future Vol, veh/h 866 103 70 708 22 86
Conflicting Peds, #/hr 0 26 26 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 952 113 77 778 24 95
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1091 0 1967 1035
Stage 1 - - - - 1035 -
Stage 2 - - - - 932 -
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 - - 640 - 69 282
Stage 1 - - - - 342 -
Stage 2 - - - - 383 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 624 - 59 275
Mov Cap-2 Maneuver - - - - 59 -
Stage 1 - - - - 333 -
Stage 2 - - - - 336 -
Approach EB WB NB
HCM Control Delay, s 0 1 75.9

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 158 - - 624 -
HCM Lane V/C Ratio 0.751 - - 0.123 -
HCM Control Delay (s) 75.9 - - 11.6 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 4.7 - - 0.4 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Page 15 ends

Intersection
Int Delay, s/veh 6.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 897 55 154 770 8 130
Future Vol, veh/h 897 55 154 770 8 130
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 1008 62 173 865 9 146
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1086 0 2266 1055
Stage 1 - - - - 1055 -
Stage 2 - - - - 1211 -
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 - - 642 - 45 274
Stage 1 - - - - 335 -
Stage 2 - - - - 282 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 632 - 32 270
Mov Cap-2 Maneuver - - - - 32 -
Stage 1 - - - - 330 -
Stage 2 - - - - 205 -
Approach EB WB NB
HCM Control Delay, s 0 2.1 76.7

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 189 - - 632 -
HCM Lane V/C Ratio 0.82 - - 0.274 -
HCM Control Delay (s) 76.7 - - 12.8 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 5.8 - - 1.1 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Intersection
Int Delay, s/veh 18.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 991 36 74 900 24 119
Future Vol, veh/h 991 36 74 900 24 119
Conflicting Peds, #/hr 0 99000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 2 22222
Mvmt Flow 1152 42 86 1047 28 138
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1203 0 2401 606
Stage 1 - - - - 1182 -
Stage 2 - - - - 1219 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 578 - 32 441
Stage 1 - - - - 254 -
Stage 2 - - - - 278 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 573 - ~ 27 437
Mov Cap-2 Maneuver - - - - ~ 27 -
Stage 1 - - - - 252 -
Stage 2 - - - - 236 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 268.6

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 123 - - 573 -
HCM Lane V/C Ratio 1.352 - - 0.15 -
HCM Control Delay (s) 268.6 - - 12.4 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 11.1 - - 0.5 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 793 155 94 732 303 140 53 101 207 68 102 Future Volume (veh/h) 162 793 155 94 732 303 140 53 101 207 68 102 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 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 184 901 176 107 832 344 159 60 115 235 77 116 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 222 1429 278 137 1023 434 196 130 248 272 172 259 Arrive On Green 0.12 0.33 0.33 0.08 0.29 0.29 0.11 0.23 0.23 0.15 0.27 0.27 Sat Flow, veh/h 1781 4265 829 1781 3554 1508 1781 567 1087 1781 632 953 Grp Volume(v), veh/h 184 718 359 107 832 344 159 0 175 235 0 193 Grp Sat Flow(s),veh/h/ln 1781 1702 1690 1781 1777 1508 1781 0 1655 1781 0 1585 Q Serve(g_s), s 10.3 18.1 18.2 6.0 22.1 21.4 8.9 0.0 9.3 13.1 0.0 10.3 Cycle Q Clear(g_c), s 10.3 18.1 18.2 6.0 22.1 21.4 8.9 0.0 9.3 13.1 0.0 10.3 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 222 1140 566 137 1023 434 196 0 378 272 0 430 V/C Ratio(X) 0.83 0.63 0.63 0.78 0.81 0.79 0.81 0.00 0.46 0.86 0.00 0.45 Avail Cap(c_a), veh/h 613 1205 598 613 1258 534 700 0 569 438 0 545 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.5 28.5 28.6 46.1 33.7 33.4 44.2 0.0 33.9 42.0 0.0 30.7 Incr Delay (d2), s/veh 7.8 1.0 2.0 9.1 3.5 6.6 7.8 0.0 0.9 9.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 7.1 7.3 2.9 9.5 8.6 4.4 0.0 3.8 6.5 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.3 29.5 30.6 55.2 37.1 40.0 52.0 0.0 34.7 51.8 0.0 31.5 LnGrp LOS D C C E D D D A C D A C
Approach Vol, veh/h 1261 1283 334 428
Approach Delay, s/veh 33.0 39.4 43.0 42.7
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 40.1 16.2 32.6 17.7 35.3 20.6 28.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 8.0 20.2 10.9 12.3 12.3 24.1 15.1 11.3 Green Ext Time (p_c), s 0.3 6.0 0.5 1.2 0.5 5.1 0.5 1.1 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 216 669 216 160 639 223 212 199 91 304 429 278 Future Volume (veh/h) 216 669 216 160 639 223 212 199 91 304 429 278 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 232 719 232 172 687 240 228 214 98 327 461 299 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 273 1265 383 210 1085 327 267 1014 310 365 1295 395 Arrive On Green 0.15 0.25 0.25 0.12 0.21 0.21 0.15 0.20 0.20 0.20 0.25 0.25 Sat Flow, veh/h 1781 5106 1546 1781 5106 1541 1781 5106 1560 1781 5106 1557 Grp Volume(v), veh/h 232 719 232 172 687 240 228 214 98 327 461 299 Grp Sat Flow(s),veh/h/ln 1781 1702 1546 1781 1702 1541 1781 1702 1560 1781 1702 1557 Q Serve(g_s), s 12.1 11.8 12.7 9.0 11.7 13.9 11.9 3.3 5.1 17.0 7.1 16.9 Cycle Q Clear(g_c), s 12.1 11.8 12.7 9.0 11.7 13.9 11.9 3.3 5.1 17.0 7.1 16.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 273 1265 383 210 1085 327 267 1014 310 365 1295 395 V/C Ratio(X) 0.85 0.57 0.61 0.82 0.63 0.73 0.85 0.21 0.32 0.90 0.36 0.76 Avail Cap(c_a), veh/h 560 1499 454 467 1285 388 467 2571 785 467 2571 784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 31.4 31.7 41.1 34.2 35.0 39.5 32.0 32.7 36.9 29.2 32.9 Incr Delay (d2), s/veh 7.3 0.4 1.7 7.7 0.8 5.8 7.6 0.1 0.6 16.6 0.2 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 4.6 4.7 4.3 4.7 5.5 5.5 1.3 1.9 8.7 2.8 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 31.8 33.4 48.8 34.9 40.8 47.0 32.1 33.2 53.5 29.4 35.9 LnGrp LOS DCCDCDDCCDCD
Approach Vol, veh/h 1183 1099 540 1087
Approach Delay, s/veh 35.0 38.4 38.6 38.4
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.5 24.9 16.2 29.6 19.3 30.2 19.6 26.3 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 19.0 7.1 11.0 14.7 13.9 18.9 14.1 15.9 Green Ext Time (p_c), s 0.5 1.7 0.4 4.4 0.5 4.1 0.5 3.3 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 938 65 58 773 31 87 7 83 64 22 90 Future Volume (veh/h) 61 938 65 58 773 31 87 7 83 64 22 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 1009 70 62 831 33 94 8 89 69 24 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 90 1638 710 86 2311 92 336 272 230 350 272 227 Arrive On Green 0.05 0.46 0.46 0.05 0.46 0.46 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1541 1781 5038 200 1266 1870 1582 1296 1870 1557 Grp Volume(v), veh/h 66 1009 70 62 561 303 94 8 89 69 24 97 Grp Sat Flow(s),veh/h/ln 1781 1777 1541 1781 1702 1833 1266 1870 1582 1296 1870 1557 Q Serve(g_s), s 1.6 9.3 1.1 1.5 4.6 4.7 3.0 0.2 2.2 2.1 0.5 2.5 Cycle Q Clear(g_c), s 1.6 9.3 1.1 1.5 4.6 4.7 3.5 0.2 2.2 2.3 0.5 2.5 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 1638 710 86 1562 841 336 272 230 350 272 227 V/C Ratio(X) 0.73 0.62 0.10 0.72 0.36 0.36 0.28 0.03 0.39 0.20 0.09 0.43 Avail Cap(c_a), veh/h 1024 3923 1701 983 3758 2024 850 1032 873 876 1032 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.4 8.8 6.6 20.4 7.6 7.6 17.6 15.9 16.8 16.9 16.1 16.9 Incr Delay (d2), s/veh 10.9 0.4 0.1 10.6 0.1 0.3 0.4 0.0 1.1 0.3 0.1 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.3 0.2 0.8 1.1 1.2 0.8 0.1 0.8 0.6 0.2 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 9.2 6.7 31.0 7.8 7.9 18.0 16.0 17.9 17.2 16.2 18.2 LnGrp LOS C A A C AABBBBBB
Approach Vol, veh/h 1145 926 191 190
Approach Delay, s/veh 10.3 9.4 17.9 17.6
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 25.0 11.3 7.2 24.9 11.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 3.5 11.3 4.5 3.6 6.7 5.5
Green Ext Time (p_c), s 0.1 8.5 0.6 0.1 6.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 874 33 17 697 83 57 20 62 54 5 108 Future Volume (veh/h) 178 874 33 17 697 83 57 20 62 54 5 108 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 930 35 18 741 88 61 21 66 57 5 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 2376 1035 33 2101 934 79 196 166 74 7 156 Arrive On Green 0.10 0.67 0.67 0.02 0.59 0.59 0.04 0.11 0.11 0.04 0.10 0.10 Sat Flow, veh/h 1781 3554 1548 1781 3554 1580 1781 1870 1576 1781 66 1529 Grp Volume(v), veh/h 189 930 35 18 741 88 61 21 66 57 0 120 Grp Sat Flow(s),veh/h/ln 1781 1777 1548 1781 1777 1580 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 12.0 14.7 1.0 1.3 13.5 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Cycle Q Clear(g_c), s 12.0 14.7 1.0 1.3 13.5 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 171 2376 1035 33 2101 934 79 196 166 74 0 163 V/C Ratio(X) 1.11 0.39 0.03 0.54 0.35 0.09 0.77 0.11 0.40 0.77 0.00 0.74 Avail Cap(c_a), veh/h 171 2376 1035 171 2101 934 171 588 495 171 0 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 9.3 7.0 60.8 13.2 11.1 59.1 50.6 52.2 59.3 0.0 54.5 Incr Delay (d2), s/veh 95.6 0.4 0.1 13.1 0.5 0.2 14.8 0.2 1.5 15.6 0.0 6.3 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 9.8 5.3 0.3 0.7 5.2 1.1 2.3 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 152.1 9.7 7.1 74.0 13.7 11.3 73.9 50.9 53.8 74.9 0.0 60.8 LnGrp LOS F AAEBBEDDEAE
Approach Vol, veh/h 1154 847 148 177
Approach Delay, s/veh 33.0 14.7 61.7 65.3
Approach LOS C B E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 89.8 9.8 18.5 16.6 80.1 10.1 18.2 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 41.2 12.0 * 39 12.0 * 42 12.0 39.0 Max Q Clear Time (g_c+I1), s 3.3 16.7 6.0 6.9 14.0 15.5 6.2 11.1 Green Ext Time (p_c), s 0.0 6.8 0.0 0.3 0.0 5.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/23/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 304 14 791 80 45 1081
Future Volume (veh/h) 304 14 791 80 45 1081
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 330 15 860 87 49 1175
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 418 372 1381 616 90 1947
Arrive On Green 0.23 0.23 0.39 0.39 0.05 0.55
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 330 15 860 87 49 1175
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 8.0 0.3 9.0 1.6 1.2 10.3
Cycle Q Clear(g_c), s 8.0 0.3 9.0 1.6 1.2 10.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 418 372 1381 616 90 1947
V/C Ratio(X) 0.79 0.04 0.62 0.14 0.54 0.60
Avail Cap(c_a), veh/h 968 862 2705 1206 968 5062
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.5 13.6 11.3 9.1 21.3 7.0
Incr Delay (d2), s/veh 3.4 0.0 0.5 0.1 5.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.2 0.1 2.9 0.5 0.6 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 13.6 11.8 9.2 26.3 7.3
LnGrp LOS BBBACA
Approach Vol, veh/h 345 947 1224
Approach Delay, s/veh 19.6 11.6 8.1
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.3 22.9 30.2 15.8
Change Period (Y+Rc), s 5.0 5.0 * 5 5.0
Max Green Setting (Gmax), s 25.0 35.0 * 66 25.0
Max Q Clear Time (g_c+I1), s 3.2 11.0 12.3 10.0
Green Ext Time (p_c), s 0.1 6.9 12.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 666 337 216 691 22 316 504 101 16 370 119 Future Volume (veh/h) 227 666 337 216 691 22 316 504 101 16 370 119 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 687 243 223 712 23 326 520 104 16 381 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 272 881 393 262 861 384 368 1167 514 33 497 222 Arrive On Green 0.15 0.25 0.25 0.15 0.24 0.24 0.21 0.33 0.33 0.02 0.14 0.14 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1565 1781 3554 1585 Grp Volume(v), veh/h 234 687 243 223 712 23 326 520 104 16 381 123 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1565 1781 1777 1585 Q Serve(g_s), s 10.9 15.4 11.6 10.4 16.2 1.0 15.1 9.8 4.1 0.8 8.8 6.2 Cycle Q Clear(g_c), s 10.9 15.4 11.6 10.4 16.2 1.0 15.1 9.8 4.1 0.8 8.8 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 272 881 393 262 861 384 368 1167 514 33 497 222 V/C Ratio(X) 0.86 0.78 0.62 0.85 0.83 0.06 0.88 0.45 0.20 0.49 0.77 0.55 Avail Cap(c_a), veh/h 314 1001 446 334 1043 465 481 1376 606 105 626 279 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 29.9 28.5 35.4 30.6 24.8 32.8 22.5 20.6 41.4 35.3 34.2 Incr Delay (d2), s/veh 18.9 3.6 2.1 15.2 4.7 0.1 14.5 0.3 0.2 10.6 4.4 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 6.5 4.3 5.3 7.0 0.3 7.5 3.7 1.4 0.4 4.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.2 33.4 30.6 50.7 35.3 24.9 47.3 22.8 20.8 52.1 39.7 36.3 LnGrp LOS DCCDDCDCCDDD
Approach Vol, veh/h 1164 958 950 520
Approach Delay, s/veh 37.0 38.6 31.0 39.3
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.5 27.1 22.6 17.9 18.0 26.7 6.6 34.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 24.0 23.0 15.0 15.0 25.0 5.0 33.0 Max Q Clear Time (g_c+I1), s 12.4 17.4 17.1 10.8 12.9 18.2 2.8 11.8 Green Ext Time (p_c), s 0.2 2.8 0.5 1.1 0.1 2.5 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 58 57 311 59 207 94 923 333 225 784 39 Future Volume (veh/h) 41 58 57 311 59 207 94 923 333 225 784 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 60 59 300 94 216 98 961 347 234 817 41 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 132 184 255 361 101 232 155 1004 442 266 1375 609 Arrive On Green 0.17 0.17 0.17 0.20 0.20 0.20 0.04 0.28 0.28 0.15 0.39 0.39 Sat Flow, veh/h 765 1067 1484 1781 499 1147 3456 3554 1565 1781 3554 1575 Grp Volume(v), veh/h 103 0 59 300 0 310 98 961 347 234 817 41 Grp Sat Flow(s),veh/h/ln 1832 0 1484 1781 0 1646 1728 1777 1565 1781 1777 1575 Q Serve(g_s), s 6.1 0.0 4.2 20.0 0.0 22.9 3.5 33.0 25.3 15.9 22.7 2.0 Cycle Q Clear(g_c), s 6.1 0.0 4.2 20.0 0.0 22.9 3.5 33.0 25.3 15.9 22.7 2.0 Prop In Lane 0.42 1.00 1.00 0.70 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 315 0 255 361 0 334 155 1004 442 266 1375 609 V/C Ratio(X) 0.33 0.00 0.23 0.83 0.00 0.93 0.63 0.96 0.79 0.88 0.59 0.07 Avail Cap(c_a), veh/h 592 0 479 2876 0 2657 976 1004 442 503 1375 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.0 0.0 44.2 47.4 0.0 48.5 58.2 43.7 41.0 51.6 30.2 23.9 Incr Delay (d2), s/veh 0.6 0.0 0.5 1.9 0.0 4.9 4.2 18.9 9.0 9.2 0.7 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 2.9 0.0 1.6 8.8 0.0 9.6 1.6 16.7 10.6 7.5 9.3 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.6 0.0 44.7 49.3 0.0 53.4 62.4 62.7 50.0 60.8 30.9 24.0 LnGrp LOS D A D D A D E E D E C C
Approach Vol, veh/h 162 610 1406 1092
Approach Delay, s/veh 45.3 51.4 59.5 37.1
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.5 41.0 31.1 11.5 53.9 27.3
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 35.0 35.0 200.0 35.0 35.0 40.0 Max Q Clear Time (g_c+I1), s 17.9 35.0 24.9 5.5 24.7 8.1 Green Ext Time (p_c), s 0.6 0.0 0.2 0.3 3.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 102 6 90 130 9 8 150 1246 134 37 1031 58 Future Volume (vph) 102 6 90 130 9 8 150 1246 134 37 1031 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1779 1583 1779 1563 1770 3478 1770 3507 Flt Permitted 0.60 1.00 0.66 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1110 1583 1230 1563 1770 3478 1770 3507 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 106 6 94 135 9 8 156 1298 140 39 1074 60 RTOR Reduction (vph) 0 0 76 006050030
Lane Group Flow (vph) 0 112 18 0 144 2 156 1433 0 39 1131 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 16.8 16.8 16.8 16.8 13.7 49.5 4.5 40.3 Effective Green, g (s) 16.8 16.8 16.8 16.8 13.7 49.5 4.5 40.3 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.16 0.57 0.05 0.46 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 214 306 238 302 279 1983 91 1628
v/s Ratio Prot c0.09 c0.41 0.02 0.32
v/s Ratio Perm 0.10 0.01 c0.12 0.00
v/c Ratio 0.52 0.06 0.61 0.01 0.56 0.72 0.43 0.69
Uniform Delay, d1 31.4 28.6 32.0 28.3 33.8 13.6 39.9 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.1 4.3 0.0 2.4 1.3 3.2 1.3
Delay (s) 33.7 28.6 36.3 28.3 36.2 15.0 43.1 19.7
Level of Service C C D C D B D B
Approach Delay (s) 31.4 35.8 17.0 20.5
Approach LOS C D B C
Intersection Summary
HCM 2000 Control Delay 20.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 86.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 43 29 119 52 66 63 1429 83 116 1098 37 Future Volume (veh/h) 72 43 29 119 52 66 63 1429 83 116 1098 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 45 30 124 54 69 66 1489 86 121 1144 39 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 97 82 55 163 86 110 86 2265 686 159 2454 84
Arrive On Green 0.05 0.08 0.08 0.09 0.12 0.12 0.05 0.44 0.44 0.09 0.48 0.48 Sat Flow, veh/h 1781 1043 696 1781 745 952 1781 5106 1547 1781 5066 173 Grp Volume(v), veh/h 75 0 75 124 0 123 66 1489 86 121 769 414 Grp Sat Flow(s),veh/h/ln 1781 0 1739 1781 0 1696 1781 1702 1547 1781 1702 1834 Q Serve(g_s), s 2.9 0.0 2.9 4.8 0.0 4.9 2.6 16.2 2.3 4.7 10.6 10.6 Cycle Q Clear(g_c), s 2.9 0.0 2.9 4.8 0.0 4.9 2.6 16.2 2.3 4.7 10.6 10.6 Prop In Lane 1.00 0.40 1.00 0.56 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 97 0 137 163 0 197 86 2265 686 159 1649 888 V/C Ratio(X) 0.78 0.00 0.55 0.76 0.00 0.62 0.77 0.66 0.13 0.76 0.47 0.47 Avail Cap(c_a), veh/h 201 0 197 630 0 719 630 3465 1050 630 2310 1245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 31.4 31.4 0.0 29.8 33.3 15.5 11.6 31.5 12.1 12.1 Incr Delay (d2), s/veh 12.4 0.0 3.4 7.1 0.0 3.2 13.1 0.3 0.1 7.3 0.2 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 1.6 0.0 1.3 2.3 0.0 2.1 1.4 5.4 0.8 2.2 3.4 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 0.0 34.7 38.5 0.0 33.0 46.4 15.8 11.7 38.8 12.4 12.5 LnGrp LOS D A C D A C D B B D B B
Approach Vol, veh/h 150 247 1641 1304
Approach Delay, s/veh 40.1 35.8 16.8 14.9
Approach LOS D D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 37.4 11.5 10.6 8.4 40.3 8.8 13.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 6.7 18.2 6.8 4.9 4.6 12.6 4.9 6.9 Green Ext Time (p_c), s 0.3 13.2 0.3 0.1 0.1 9.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 492 1257 187 409 1107 122 478 1108 259 203 860 260 Future Volume (veh/h) 492 1257 187 409 1107 122 478 1108 259 203 860 260 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 512 1309 195 426 1153 127 498 1154 270 211 896 271 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 565 1874 451 487 1728 418 553 2195 539 267 1663 399 Arrive On Green 0.16 0.29 0.29 0.14 0.27 0.27 0.16 0.34 0.34 0.08 0.26 0.26 Sat Flow, veh/h 3456 6434 1549 3456 6434 1556 3456 6434 1579 3456 6434 1542 Grp Volume(v), veh/h 512 1309 195 426 1153 127 498 1154 270 211 896 271 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1556 1728 1609 1579 1728 1609 1542 Q Serve(g_s), s 20.5 25.4 14.3 17.0 22.4 9.1 19.9 20.2 19.1 8.4 16.9 22.2 Cycle Q Clear(g_c), s 20.5 25.4 14.3 17.0 22.4 9.1 19.9 20.2 19.1 8.4 16.9 22.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 565 1874 451 487 1728 418 553 2195 539 267 1663 399 V/C Ratio(X) 0.91 0.70 0.43 0.88 0.67 0.30 0.90 0.53 0.50 0.79 0.54 0.68 Avail Cap(c_a), veh/h 615 3204 771 615 3204 775 615 3204 787 492 3204 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 44.3 40.4 59.2 45.8 40.9 57.9 37.2 36.8 63.7 44.9 46.9 Incr Delay (d2), s/veh 16.4 0.5 0.7 11.2 0.4 0.4 15.4 0.2 0.7 5.2 0.3 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 10.1 5.5 8.1 8.9 3.5 9.8 7.9 7.4 3.9 6.7 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.1 44.8 41.0 70.4 46.3 41.3 73.4 37.4 37.5 68.9 45.2 48.9 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 2016 1706 1922 1378
Approach Delay, s/veh 51.9 51.9 46.7 49.5
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.9 53.9 24.8 45.9 27.5 42.3 28.0 42.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 10.4 22.2 19.0 27.4 21.9 24.2 22.5 24.4 Green Ext Time (p_c), s 0.4 11.7 0.8 13.1 0.6 8.5 0.5 10.7 Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 14 ends

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 594 44 47 587 18 36
Future Vol, veh/h 594 44 47 587 18 36
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 632 47 50 624 19 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 695 0 1396 672
Stage 1 - - - - 672 -
Stage 2 - - - - 724 -
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 - - 901 - 156 456
Stage 1 - - - - 508 -
Stage 2 - - - - 480 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 887 - 145 449
Mov Cap-2 Maneuver - - - - 145 -
Stage 1 - - - - 500 -
Stage 2 - - - - 453 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 22.4

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 264 - - 887 -
HCM Lane V/C Ratio 0.218 - - 0.056 -
HCM Control Delay (s) 22.4 - - 9.3 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.8 - - 0.2 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 15 ends

Intersection
Int Delay, s/veh 2.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 568 62 88 602 32 73
Future Vol, veh/h 568 62 88 602 32 73
Conflicting Peds, #/hr 0 13 13 0 1 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 611 67 95 647 34 78
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 691 0 1496 658
Stage 1 - - - - 658 -
Stage 2 - - - - 838 -
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 - - 904 - 135 464
Stage 1 - - - - 515 -
Stage 2 - - - - 424 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 893 - 119 458
Mov Cap-2 Maneuver - - - - 119 -
Stage 1 - - - - 509 -
Stage 2 - - - - 379 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 31.7

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 245 - - 893 -
HCM Lane V/C Ratio 0.461 - - 0.106 -
HCM Control Delay (s) 31.7 - - 9.5 -
HCM Lane LOS D - - A -
HCM 95th %tile Q(veh) 2.3 - - 0.4 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 16 ends

Intersection
Int Delay, s/veh 3.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 589 52 86 648 42 62
Future Vol, veh/h 589 52 86 648 42 62
Conflicting Peds, #/hr 0 11 11 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 633 56 92 697 45 67
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 700 0 1553 356
Stage 1 - - - - 672 -
Stage 2 - - - - 881 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 895 - 114 641
Stage 1 - - - - 470 -
Stage 2 - - - - 404 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 886 - 101 634
Mov Cap-2 Maneuver - - - - 101 -
Stage 1 - - - - 465 -
Stage 2 - - - - 362 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 42.9

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 202 - - 886 -
HCM Lane V/C Ratio 0.554 - - 0.104 -
HCM Control Delay (s) 42.9 - - 9.5 -
HCM Lane LOS E - - A -
HCM 95th %tile Q(veh) 2.9 - - 0.3 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 561 57 42 632 68 42 6 41 91 11 60 Future Volume (veh/h) 33 561 57 42 632 68 42 6 41 91 11 60 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 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 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 38 638 65 48 718 77 48 7 47 103 12 68 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 58 1446 146 68 1115 492 137 37 248 137 41 235 Arrive On Green 0.03 0.31 0.31 0.04 0.31 0.31 0.08 0.18 0.18 0.08 0.18 0.18 Sat Flow, veh/h 1781 4699 474 1781 3554 1567 1781 210 1407 1781 234 1327 Grp Volume(v), veh/h 38 460 243 48 718 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1769 1781 1777 1567 1781 0 1617 1781 0 1561 Q Serve(g_s), s 1.1 5.7 5.8 1.4 9.1 1.9 1.3 0.0 1.5 3.0 0.0 2.3 Cycle Q Clear(g_c), s 1.1 5.7 5.8 1.4 9.1 1.9 1.3 0.0 1.5 3.0 0.0 2.3 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 58 1048 544 68 1115 492 137 0 285 137 0 276 V/C Ratio(X) 0.66 0.44 0.45 0.70 0.64 0.16 0.35 0.00 0.19 0.75 0.00 0.29 Avail Cap(c_a), veh/h 1188 2336 1213 1188 2438 1075 1358 0 1079 849 0 1041 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.1 14.5 14.6 24.9 15.5 13.0 23.0 0.0 18.4 23.7 0.0 18.7 Incr Delay (d2), s/veh 12.0 0.3 0.6 12.3 0.6 0.1 1.5 0.0 0.3 7.9 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.8 1.9 0.7 3.0 0.6 0.6 0.0 0.5 1.5 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.1 14.8 15.1 37.2 16.1 13.1 24.5 0.0 18.7 31.7 0.0 19.3 LnGrp LOS D B B D B B C A B C A B
Approach Vol, veh/h 741 843 102 183
Approach Delay, s/veh 16.1 17.0 21.4 26.3
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 22.2 9.0 14.3 6.7 22.5 9.0 14.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.4 7.8 3.3 4.3 3.1 11.1 5.0 3.5 Green Ext Time (p_c), s 0.1 4.4 0.1 0.5 0.1 5.0 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Page 20 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 416 115 142 474 255 138 337 177 168 245 130 Future Volume (veh/h) 162 416 115 142 474 255 138 337 177 168 245 130 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 169 433 120 148 494 266 144 351 184 175 255 135 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 218 1286 393 193 1213 375 188 950 291 224 1054 327 Arrive On Green 0.12 0.25 0.25 0.11 0.24 0.24 0.11 0.19 0.19 0.13 0.21 0.21 Sat Flow, veh/h 1781 5106 1561 1781 5106 1579 1781 5106 1562 1781 5106 1583 Grp Volume(v), veh/h 169 433 120 148 494 266 144 351 184 175 255 135 Grp Sat Flow(s),veh/h/ln 1781 1702 1561 1781 1702 1579 1781 1702 1562 1781 1702 1583 Q Serve(g_s), s 6.2 4.6 4.2 5.4 5.5 10.4 5.3 4.0 7.3 6.4 2.8 5.0 Cycle Q Clear(g_c), s 6.2 4.6 4.2 5.4 5.5 10.4 5.3 4.0 7.3 6.4 2.8 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 1286 393 193 1213 375 188 950 291 224 1054 327 V/C Ratio(X) 0.77 0.34 0.31 0.77 0.41 0.71 0.77 0.37 0.63 0.78 0.24 0.41 Avail Cap(c_a), veh/h 797 2132 652 664 1828 565 664 3655 1118 664 3655 1133 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 20.5 20.3 29.1 21.6 23.4 29.2 23.9 25.2 28.4 22.2 23.1 Incr Delay (d2), s/veh 5.8 0.2 0.4 6.3 0.2 2.5 6.4 0.2 2.3 5.8 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 1.7 1.4 2.5 2.0 3.7 2.4 1.5 2.6 2.8 1.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 20.7 20.8 35.4 21.8 25.9 35.6 24.1 27.5 34.2 22.3 23.9 LnGrp LOS CCCDCCDCCCCC
Approach Vol, veh/h 722 908 679 565
Approach Delay, s/veh 23.9 25.2 27.4 26.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 18.5 12.3 22.9 12.1 19.8 13.2 21.9 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 8.4 9.3 7.4 6.6 7.3 7.0 8.2 12.4 Green Ext Time (p_c), s 0.4 2.9 0.3 3.0 0.3 2.1 0.4 3.2 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 656 34 101 821 63 27 15 91 50 15 35 Future Volume (veh/h) 71 656 34 101 821 63 27 15 91 50 15 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 705 37 109 883 68 29 16 98 54 16 38 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 1326 578 144 1907 146 357 227 192 349 227 192 Arrive On Green 0.06 0.37 0.37 0.08 0.39 0.39 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 3554 1550 1781 4835 371 1347 1870 1581 1276 1870 1581 Grp Volume(v), veh/h 76 705 37 109 621 330 29 16 98 54 16 38 Grp Sat Flow(s),veh/h/ln 1781 1777 1550 1781 1702 1802 1347 1870 1581 1276 1870 1581 Q Serve(g_s), s 1.5 5.5 0.5 2.1 4.8 4.8 0.7 0.3 2.1 1.4 0.3 0.8 Cycle Q Clear(g_c), s 1.5 5.5 0.5 2.1 4.8 4.8 1.0 0.3 2.1 1.7 0.3 0.8 Prop In Lane 1.00 1.00 1.00 0.21 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 106 1326 578 144 1343 711 357 227 192 349 227 192 V/C Ratio(X) 0.72 0.53 0.06 0.76 0.46 0.46 0.08 0.07 0.51 0.15 0.07 0.20 Avail Cap(c_a), veh/h 1261 4828 2106 1210 4625 2449 1109 1271 1074 1061 1271 1074 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.3 8.7 7.1 15.9 7.9 7.9 14.2 13.8 14.5 14.5 13.8 14.0 Incr Delay (d2), s/veh 8.7 0.3 0.0 7.8 0.2 0.5 0.1 0.1 2.1 0.2 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.3 0.1 1.0 1.0 1.1 0.2 0.1 0.7 0.4 0.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 9.0 7.2 23.7 8.2 8.4 14.3 13.9 16.6 14.7 13.9 14.5 LnGrp LOS C A A C AABBBBBB
Approach Vol, veh/h 818 1060 143 108
Approach Delay, s/veh 10.4 9.8 15.8 14.5
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 18.2 9.3 7.1 18.9 9.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 4.1 7.5 3.7 3.5 6.8 4.1
Green Ext Time (p_c), s 0.2 5.3 0.3 0.2 7.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 541 43 49 709 171 25 15 28 133 16 251 Future Volume (veh/h) 213 541 43 49 709 171 25 15 28 133 16 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 227 576 46 52 754 182 27 16 30 141 17 267 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 251 2066 921 67 1699 755 42 258 215 158 19 305 Arrive On Green 0.14 0.58 0.58 0.04 0.48 0.48 0.02 0.14 0.14 0.09 0.20 0.20 Sat Flow, veh/h 1781 3554 1584 1781 3554 1578 1781 1870 1557 1781 96 1502 Grp Volume(v), veh/h 227 576 46 52 754 182 27 16 30 141 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1584 1781 1777 1578 1781 1870 1557 1781 0 1597 Q Serve(g_s), s 16.9 10.9 1.7 3.9 19.0 9.2 2.0 1.0 2.3 10.6 0.0 23.3 Cycle Q Clear(g_c), s 16.9 10.9 1.7 3.9 19.0 9.2 2.0 1.0 2.3 10.6 0.0 23.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 251 2066 921 67 1699 755 42 258 215 158 0 325 V/C Ratio(X) 0.90 0.28 0.05 0.77 0.44 0.24 0.64 0.06 0.14 0.89 0.00 0.87 Avail Cap(c_a), veh/h 269 2066 921 158 1699 755 158 544 453 158 0 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.1 14.1 12.2 64.4 23.3 20.8 65.3 50.6 51.1 60.8 0.0 52.1 Incr Delay (d2), s/veh 28.5 0.3 0.1 16.9 0.8 0.8 15.2 0.1 0.3 41.5 0.0 12.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 4.3 0.6 2.1 8.0 3.6 1.1 0.5 0.9 6.6 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.6 14.4 12.3 81.3 24.2 21.5 80.6 50.7 51.4 102.4 0.0 64.7 LnGrp LOS F B B F C C F D D F A E
Approach Vol, veh/h 849 988 73 425
Approach Delay, s/veh 33.4 26.7 62.1 77.2
Approach LOS C C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 84.7 16.6 24.0 23.6 70.8 7.8 32.8 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 51.2 12.0 * 39 20.4 * 43 12.0 39.0 Max Q Clear Time (g_c+I1), s 5.9 12.9 12.6 4.3 18.9 21.0 4.0 25.3 Green Ext Time (p_c), s 0.0 4.2 0.0 0.1 0.1 5.7 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/23/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 180 6 1036 135 55 868
Future Volume (veh/h) 180 6 1036 135 55 868
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 196 7 1126 147 60 943
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 264 235 1660 740 104 2253
Arrive On Green 0.15 0.15 0.47 0.47 0.06 0.63
Sat Flow, veh/h 1781 1585 3647 1585 1781 3647
Grp Volume(v), veh/h 196 7 1126 147 60 943
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 4.8 0.2 11.4 2.5 1.5 6.1
Cycle Q Clear(g_c), s 4.8 0.2 11.4 2.5 1.5 6.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 264 235 1660 740 104 2253
V/C Ratio(X) 0.74 0.03 0.68 0.20 0.58 0.42
Avail Cap(c_a), veh/h 970 863 2709 1208 970 5031
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.7 16.7 9.5 7.2 21.1 4.2
Incr Delay (d2), s/veh 4.1 0.1 0.5 0.1 5.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 0.1 2.6 0.5 0.7 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 16.8 10.0 7.3 26.1 4.3
LnGrp LOS C B B A C A
Approach Vol, veh/h 203 1273 1003
Approach Delay, s/veh 22.6 9.7 5.6
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.7 26.4 34.1 11.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 25.0 35.0 65.0 25.0
Max Q Clear Time (g_c+I1), s 3.5 13.4 8.1 6.8
Green Ext Time (p_c), s 0.1 8.1 7.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 9.1
HCM 6th LOS A

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 684 447 227 607 25 358 480 120 53 513 151 Future Volume (veh/h) 203 684 447 227 607 25 358 480 120 53 513 151 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 216 728 333 241 646 27 381 511 128 56 546 161 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 249 833 372 270 875 390 410 1248 549 72 574 256 Arrive On Green 0.14 0.23 0.23 0.15 0.25 0.25 0.23 0.35 0.35 0.04 0.16 0.16 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1564 1781 3554 1585 Grp Volume(v), veh/h 216 728 333 241 646 27 381 511 128 56 546 161 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1564 1781 1777 1585 Q Serve(g_s), s 11.7 19.5 20.2 13.1 16.6 1.3 20.7 10.8 5.7 3.1 15.1 9.4 Cycle Q Clear(g_c), s 11.7 19.5 20.2 13.1 16.6 1.3 20.7 10.8 5.7 3.1 15.1 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 249 833 372 270 875 390 410 1248 549 72 574 256 V/C Ratio(X) 0.87 0.87 0.90 0.89 0.74 0.07 0.93 0.41 0.23 0.78 0.95 0.63 Avail Cap(c_a), veh/h 288 862 384 270 875 390 414 1248 549 144 574 256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.7 36.5 36.7 41.2 34.4 28.6 37.3 24.3 22.7 47.0 41.1 38.7 Incr Delay (d2), s/veh 21.2 9.7 22.3 28.9 3.3 0.1 27.3 0.2 0.2 16.1 25.8 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 9.1 9.6 7.7 7.2 0.5 11.5 4.2 2.0 1.7 8.6 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.9 46.1 59.0 70.1 37.7 28.7 64.6 24.5 22.9 63.2 66.9 43.5 LnGrp LOS E D E E D C E C C E E D
Approach Vol, veh/h 1277 914 1020 763
Approach Delay, s/veh 52.3 46.0 39.3 61.7
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 29.2 27.8 22.0 18.8 30.4 9.0 40.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 15.0 24.0 23.0 16.0 16.0 23.0 8.0 31.0 Max Q Clear Time (g_c+I1), s 15.1 22.2 22.7 17.1 13.7 18.6 5.1 12.8 Green Ext Time (p_c), s 0.0 1.1 0.0 0.0 0.1 1.6 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 49.3
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 3 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 100 146 907 35 61 1385
Future Volume (vph) 100 146 907 35 61 1385
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 109 159 986 38 66 1505
RTOR Reduction (vph) 0 133 0 20 0 0
Lane Group Flow (vph) 109 26 986 18 66 1505
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 9.1 9.1 26.6 26.6 4.9 36.5
Effective Green, g (s) 9.1 9.1 26.6 26.6 4.9 36.5
Actuated g/C Ratio 0.16 0.16 0.47 0.47 0.09 0.64
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 284 254 2389 743 153 2282
v/s Ratio Prot 0.19 0.04 c0.43
v/s Ratio Perm c0.06 0.02 0.01
v/c Ratio 0.38 0.10 0.41 0.02 0.43 0.66
Uniform Delay, d1 21.2 20.3 9.9 8.0 24.5 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.2 0.1 0.0 1.9 0.7
Delay (s) 22.1 20.4 10.0 8.1 26.5 6.9
Level of Service C C A A C A
Approach Delay (s) 21.1 9.9 7.7
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 9.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 56.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 906 15 0 1485
Future Vol, veh/h 0 36 906 15 0 1485
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 39 985 16 0 1614
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 493 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 446 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 446 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 13.8 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 446 -
HCM Lane V/C Ratio - - 0.088 -
HCM Control Delay (s) - - 13.8 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.3 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 258 241 480 269 154 434 682 380 336 938 211 Future Volume (veh/h) 85 258 241 480 269 154 434 682 380 336 938 211 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.75 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 93 284 186 527 296 169 477 749 418 369 1031 232 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 126 328 208 587 974 424 571 1543 472 453 953 416 Arrive On Green 0.07 0.18 0.18 0.17 0.27 0.27 0.17 0.30 0.30 0.13 0.27 0.27 Sat Flow, veh/h 1781 1870 1187 3456 3554 1547 3456 5106 1564 3456 3554 1553 Grp Volume(v), veh/h 93 284 186 527 296 169 477 749 418 369 1031 232 Grp Sat Flow(s),veh/h/ln 1781 1870 1187 1728 1777 1547 1728 1702 1564 1728 1777 1553 Q Serve(g_s), s 5.5 16.0 16.6 16.2 7.1 9.6 14.5 13.0 27.5 11.2 29.0 13.9 Cycle Q Clear(g_c), s 5.5 16.0 16.6 16.2 7.1 9.6 14.5 13.0 27.5 11.2 29.0 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 126 328 208 587 974 424 571 1543 472 453 953 416 V/C Ratio(X) 0.74 0.87 0.89 0.90 0.30 0.40 0.84 0.49 0.88 0.82 1.08 0.56 Avail Cap(c_a), veh/h 313 328 209 607 974 424 926 1605 491 767 953 416 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.3 43.4 43.6 44.0 31.1 32.0 43.7 30.9 36.0 45.7 39.6 34.1 Incr Delay (d2), s/veh 8.0 20.8 34.9 16.0 0.1 0.2 3.7 0.2 16.9 3.6 54.1 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 9.3 6.9 8.0 3.0 3.7 6.3 5.2 12.7 4.8 19.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.3 64.2 78.5 60.0 31.2 32.2 47.4 31.1 52.8 49.4 93.7 35.7 LnGrp LOS EEEE CCDCDDFD
Approach Vol, veh/h 563 992 1644 1632
Approach Delay, s/veh 67.8 46.7 41.4 75.4
Approach LOS E D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.2 38.7 13.7 35.6 23.9 35.0 24.4 25.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 24.0 34.0 19.0 19.0 29.0 29.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 13.2 29.5 7.5 11.6 16.5 31.0 18.2 18.6 Green Ext Time (p_c), s 0.9 2.5 0.1 0.2 1.4 0.0 0.2 0.1 Intersection Summary
HCM 6th Ctrl Delay 57.0
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

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