Agenda packet — Roseville City Council, October 7, 2026 (part 21 of 23)

HCM 7th Signalized Intersection Summary
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 128 133 146 905 994 153
Future Volume (veh/h) 128 133 146 905 994 153
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
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 1885 1870 1900 1885 1841 1900
Adj Flow Rate, veh/h 138 143 157 973 1069 165
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 1 2 0 1 4 0
Cap, veh/h 233 206 213 2449 1718 774
Arrive On Green 0.13 0.13 0.12 0.68 0.49 0.49
Sat Flow, veh/h 1795 1585 1810 3676 3589 1575
Grp Volume(v), veh/h 138 143 157 973 1069 165
Grp Sat Flow(s),veh/h/ln1795 1585 1810 1791 1749 1575
Q Serve(g_s), s 3.9 4.6 4.5 6.3 12.0 3.2
Cycle Q Clear(g_c), s 3.9 4.6 4.5 6.3 12.0 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 233 206 213 2449 1718 774
V/C Ratio(X) 0.59 0.70 0.74 0.40 0.62 0.21
Avail Cap(c_a), veh/h 1407 1242 608 2449 2218 999
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 22.0 22.3 22.8 3.7 10.0 7.8
Incr Delay (d2), s/veh 0.9 1.6 4.9 0.2 0.7 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.6 0.1 1.9 0.8 3.2 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.9 23.9 27.7 3.9 10.7 8.0
LnGrp LOS C C C A B A
Approach Vol, veh/h 281 1130 1234
Approach Delay, s/veh 23.4 7.2 10.4
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 42.7 11.0 10.3 32.3
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 24.0 42.0 18.0 34.0
Max Q Clear Time (g_c+I1), s 8.3 6.6 6.5 14.0
Green Ext Time (p_c), s 8.8 0.4 0.3 12.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.4
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/03/2025 Existing Condition-PM 7:22 pm 01/13/2025 Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 29 79 39 26 20 79 914 53 17 948 188 Future Volume (veh/h) 138 29 79 39 26 20 79 914 53 17 948 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1900 1900 1900 1900 1900 1900 1885 1885 1900 1900 1870 1900 Adj Flow Rate, veh/h 147 31 84 41 28 21 84 972 56 18 1009 200 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, % 0 0 0 0 0 0 1 1 0 0 2 0
Cap, veh/h 208 218 185 103 70 151 164 1594 699 61 1377 609 Arrive On Green 0.11 0.11 0.11 0.09 0.09 0.09 0.09 0.45 0.45 0.03 0.39 0.39 Sat Flow, veh/h 1810 1900 1610 1096 749 1610 1795 3582 1570 1810 3554 1570 Grp Volume(v), veh/h 147 31 84 69 0 21 84 972 56 18 1009 200 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1845 0 1610 1795 1791 1570 1810 1777 1570 Q Serve(g_s), s 5.6 1.0 3.5 2.5 0.0 0.9 3.2 14.7 1.5 0.7 17.2 6.3 Cycle Q Clear(g_c), s 5.6 1.0 3.5 2.5 0.0 0.9 3.2 14.7 1.5 0.7 17.2 6.3 Prop In Lane 1.00 1.00 0.59 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 208 218 185 173 0 151 164 1594 699 61 1377 609 V/C Ratio(X) 0.71 0.14 0.45 0.40 0.00 0.14 0.51 0.61 0.08 0.30 0.73 0.33 Avail Cap(c_a), veh/h 510 535 454 520 0 454 506 2170 951 510 2153 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.3 28.3 29.3 30.3 0.0 29.5 30.8 15.0 11.3 33.5 18.6 15.3 Incr Delay (d2), s/veh 4.4 0.3 1.7 1.5 0.0 0.4 2.5 0.4 0.0 2.7 0.8 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/ln2.5 0.5 1.4 1.1 0.0 0.3 1.4 5.0 0.4 0.3 6.1 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 28.6 31.1 31.8 0.0 30.0 33.2 15.4 11.4 36.1 19.4 15.6 LnGrp LOS C C C C C C B B D B B
Approach Vol, veh/h 262 90 1112 1227
Approach Delay, s/veh 32.8 31.4 16.5 19.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.4 37.6 14.1 10.5 33.5 12.9
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s2.7 16.7 7.6 5.2 19.2 4.5
Green Ext Time (p_c), s 0.0 7.1 0.6 0.1 7.9 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 19.7
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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Appendix E
Phillip Road Site Project Trip Generation

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Average
Rate In% Out% In Out Total Average Rate In% Out% In Out Total Single-Family Detached Housing
(ITE Code - 210) Dwelling Units 527 9.43 4970 0.70 25% 75% 92 277 369 0.94 63% 37% 312 183 495 Multifamily Residential (ITE Code -
221) Dwelling Units 135 4.54 613 0.37 23% 77% 12 39 50 0.39 61% 39% 32 21 53 Strip Retail Plaza (<40k) (ITE Code -
822) 1000 Sq.Ft. 29.7 54.45 1617 2.36 60% 40% 42 28 70 6.59 50% 50% 98 98 196 Medical-Dental Office Building
(ITE Code - 720) 1000 Sq.Ft. 21.3 36.00 767 3.10 79% 21% 52 14 66 3.93 30% 70% 25 59 84 Industrial Park (ITE Code - 130) 1000 Sq.Ft. 1005.872 3.37 3390 0.34 81% 19% 277 65 342 0.34 22% 78% 75 267 342 11356 475 422 897 542 628 1170
Source: ITE Trip Generation Manual 11th Edition & Trip Generation Handbook, 3rd Edition Weekday PM Peak Hour
Proposed Project
Total Proposed Project Trips
Trip Generation
Land Use Unit Size Weekday
Daily Rate
Weekday
Daily Vehicle
Trips
Weekday AM Peak Hour

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Appendix F
Opening Year No Project Conditions
Synchro Reports

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HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 320 215 247 333 70 202 137 385 119 142 11 Future Volume (veh/h) 0 320 215 247 333 70 202 137 385 119 142 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1648 1826 1885 1441 1752 1767 1722 1870 1856 1826 1767 Adj Flow Rate, veh/h 0 390 262 301 406 85 246 167 470 145 173 13 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 0 17 5 1 31 10 9 12 2 3 5 9
Cap, veh/h 3 671 330 375 1519 572 286 1038 503 182 868 375 Arrive On Green 0.00 0.21 0.21 0.11 0.39 0.39 0.17 0.32 0.32 0.10 0.25 0.25 Sat Flow, veh/h 1810 3131 1539 3483 3933 1480 1682 3272 1585 1767 3469 1497 Grp Volume(v), veh/h 0 390 262 301 406 85 246 167 470 145 173 13 Grp Sat Flow(s),veh/h/ln 1810 1566 1539 1742 1311 1480 1682 1636 1585 1767 1735 1497 Q Serve(g_s), s 0.0 7.8 11.2 5.9 4.9 2.6 9.9 2.6 20.1 5.6 2.7 0.5 Cycle Q Clear(g_c), s 0.0 7.8 11.2 5.9 4.9 2.6 9.9 2.6 20.1 5.6 2.7 0.5 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 3 671 330 375 1519 572 286 1038 503 182 868 375 V/C Ratio(X) 0.00 0.58 0.79 0.80 0.27 0.15 0.86 0.16 0.94 0.80 0.20 0.03 Avail Cap(c_a), veh/h 130 808 397 375 1519 572 302 1041 505 236 945 408 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) 0.00 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 0.0 24.6 26.0 30.4 14.6 13.9 28.1 17.1 23.1 30.6 20.6 19.8 Incr Delay (d2), s/veh 0.0 0.8 9.0 12.0 0.1 0.1 20.7 0.1 24.9 13.4 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.7 4.5 2.9 1.3 0.8 5.3 0.9 9.9 2.9 1.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 25.4 34.9 42.4 14.7 14.1 48.8 17.2 48.0 44.0 20.7 19.8 LnGrp LOS C C D B B D B D D C B
Approach Vol, veh/h 652 792 883 331
Approach Delay, s/veh 29.2 25.2 42.4 30.9
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 26.6 12.0 19.4 16.4 21.9 0.0 31.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.3 22.2 7.5 18.0 12.5 19.0 5.0 20.5 Max Q Clear Time (g_c+I1), s 7.6 22.1 7.9 13.2 11.9 4.7 0.0 6.9 Green Ext Time (p_c), s 0.1 0.0 0.0 1.4 0.0 0.8 0.0 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 32.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 609 121 65 545 56 72 194 105 138 257 68 Future Volume (veh/h) 84 609 121 65 545 56 72 194 105 138 257 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.87 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 1826 1781 1900 1900 1693 1796 1885 1885 1885 1841 1870 1841 Adj Flow Rate, veh/h 98 708 141 76 634 65 84 226 122 160 299 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 5 8 0 0 14 7 1 1 1 4 2 4
Cap, veh/h 127 1048 345 151 1043 342 108 333 270 207 438 319 Arrive On Green 0.07 0.22 0.22 0.08 0.23 0.23 0.06 0.18 0.18 0.12 0.23 0.23 Sat Flow, veh/h 1739 4863 1603 1810 4621 1516 1795 1885 1529 1753 1870 1363 Grp Volume(v), veh/h 98 708 141 76 634 65 84 226 122 160 299 79 Grp Sat Flow(s),veh/h/ln1739 1621 1603 1810 1540 1516 1795 1885 1529 1753 1870 1363 Q Serve(g_s), s 2.7 6.6 3.7 2.0 6.1 1.7 2.3 5.5 3.5 4.4 7.2 2.3 Cycle Q Clear(g_c), s 2.7 6.6 3.7 2.0 6.1 1.7 2.3 5.5 3.5 4.4 7.2 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 127 1048 345 151 1043 342 108 333 270 207 438 319 V/C Ratio(X) 0.77 0.68 0.41 0.50 0.61 0.19 0.78 0.68 0.45 0.77 0.68 0.25 Avail Cap(c_a), veh/h 566 1285 424 699 1503 493 365 422 342 428 494 360 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 22.4 17.7 16.6 21.6 17.1 15.4 22.8 18.9 18.1 21.1 17.2 15.3 Incr Delay (d2), s/veh 9.5 1.0 0.8 2.6 0.6 0.3 11.3 3.1 1.2 6.0 3.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 2.1 1.1 0.8 1.7 0.5 1.2 2.4 1.1 1.9 3.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.9 18.8 17.4 24.2 17.7 15.7 34.0 22.0 19.3 27.1 20.4 15.7 LnGrp LOS C B B C B B C C B C C B
Approach Vol, veh/h 947 775 432 538
Approach Delay, s/veh 19.9 18.1 23.6 21.7
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.8 13.7 9.1 15.6 8.0 16.5 8.6 16.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s12.0 11.0 19.0 13.0 10.0 13.0 16.0 16.0 Max Q Clear Time (g_c+I1), s6.4 7.5 4.0 8.6 4.3 9.2 4.7 8.1 Green Ext Time (p_c), s 0.2 0.5 0.1 2.0 0.1 0.7 0.1 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 20.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 593 83 415 474 230 81 403 371 405 562 98 Future Volume (veh/h) 103 593 83 415 474 230 81 403 371 405 562 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1604 1856 1856 1900 1678 1841 1870 1900 1856 1841 Adj Flow Rate, veh/h 117 674 33 472 539 50 92 458 113 460 639 69 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, % 0 2 20 3 3 0 15 4 2 0 3 4
Cap, veh/h 627 965 257 570 835 265 325 737 334 559 936 414 Arrive On Green 0.18 0.19 0.19 0.17 0.16 0.16 0.10 0.21 0.21 0.16 0.27 0.27 Sat Flow, veh/h 3510 5106 1359 3428 5066 1610 3100 3497 1583 3510 3526 1558 Grp Volume(v), veh/h 117 674 33 472 539 50 92 458 113 460 639 69 Grp Sat Flow(s),veh/h/ln1755 1702 1359 1714 1689 1610 1550 1749 1583 1755 1763 1558 Q Serve(g_s), s 2.4 10.5 1.2 11.3 8.5 1.5 2.3 10.1 5.2 10.8 13.9 2.9 Cycle Q Clear(g_c), s 2.4 10.5 1.2 11.3 8.5 1.5 2.3 10.1 5.2 10.8 13.9 2.9 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 627 965 257 570 835 265 325 737 334 559 936 414 V/C Ratio(X) 0.19 0.70 0.13 0.83 0.65 0.19 0.28 0.62 0.34 0.82 0.68 0.17 Avail Cap(c_a), veh/h 824 1205 321 1610 1308 416 728 1355 613 1236 1366 604 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 29.7 32.3 13.7 34.3 33.2 12.6 35.2 30.5 28.6 34.6 28.1 24.0 Incr Delay (d2), s/veh 0.1 1.9 0.4 1.2 1.2 0.5 0.2 1.7 1.2 1.2 1.7 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/ln1.0 4.2 0.5 4.5 3.3 0.8 0.8 4.2 1.9 4.4 5.6 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.8 34.2 14.1 35.5 34.5 13.1 35.4 32.2 29.7 35.8 29.8 24.4 LnGrp LOS C C B D C B D C C D C C
Approach Vol, veh/h 824 1061 663 1168
Approach Delay, s/veh 32.8 33.9 32.2 31.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.6 24.0 19.2 22.5 14.9 28.6 21.6 20.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s30.0 33.0 40.0 20.1 20.0 33.0 20.0 * 22 Max Q Clear Time (g_c+I1), s12.8 12.1 13.3 12.5 4.3 15.9 4.4 10.5 Green Ext Time (p_c), s 0.8 5.5 0.8 3.6 0.1 6.5 0.1 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 32.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 1654 141 46 1210 131 95 38 129 288 84 50 Future Volume (veh/h) 51 1654 141 46 1210 131 95 38 129 288 84 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.75 1.00 0.76 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 1900 1870 1885 1900 1841 1870 1885 1826 1870 1885 1841 1900 Adj Flow Rate, veh/h 61 1969 168 55 1440 156 113 45 154 252 228 60 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 0 2 1 0 4 2 1 5 2 1 4 0
Cap, veh/h 131 2226 660 89 2073 635 262 267 173 371 270 71 Arrive On Green 0.07 0.44 0.44 0.10 0.83 0.83 0.15 0.15 0.15 0.21 0.21 0.21 Sat Flow, veh/h 1810 5106 1513 1810 5025 1539 1795 1826 1188 1795 1309 344 Grp Volume(v), veh/h 61 1969 168 55 1440 156 113 45 154 252 0 288 Grp Sat Flow(s),veh/h/ln1810 1702 1513 1810 1675 1539 1795 1826 1188 1795 0 1653 Q Serve(g_s), s 3.9 42.5 8.5 3.5 14.1 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Cycle Q Clear(g_c), s 3.9 42.5 8.5 3.5 14.1 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 131 2226 660 89 2073 635 262 267 173 371 0 342 V/C Ratio(X) 0.47 0.88 0.25 0.62 0.69 0.25 0.43 0.17 0.89 0.68 0.00 0.84 Avail Cap(c_a), veh/h 241 2226 660 241 2073 635 305 310 202 376 0 346 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 0.82 0.82 0.82 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.4 31.1 21.5 53.0 7.4 6.4 46.7 44.9 50.3 43.9 0.0 45.7 Incr Delay (d2), s/veh 0.6 3.8 0.6 2.2 1.6 0.8 0.4 0.1 29.3 4.0 0.0 16.0 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/ln1.7 17.1 3.0 1.6 2.8 0.9 3.1 1.2 5.8 7.3 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 34.9 22.1 55.2 9.0 7.2 47.1 45.0 79.6 47.9 0.0 61.7 LnGrp LOS D C C E A A D D E D E
Approach Vol, veh/h 2198 1651 312 540
Approach Delay, s/veh 34.4 10.4 62.9 55.3
Approach LOS C B E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.1 9.9 58.3 29.7 12.7 55.5
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 20.4 16.0 39.0 25.1 16.0 39.0 Max Q Clear Time (g_c+I1), s 17.3 5.5 44.5 22.1 5.9 16.1 Green Ext Time (p_c), s 0.3 0.0 0.0 0.5 0.0 18.5
Intersection Summary
HCM 7th Control Delay, s/veh 30.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 2710 of 3079 ends

HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 5 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 1682 228 205 1005 73 292 123 257 250 151 74 Future Volume (veh/h) 92 1682 228 205 1005 73 292 123 257 250 151 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1870 1870 1856 1826 1678 1885 1826 1870 1870 1885 1885 Adj Flow Rate, veh/h 102 1869 253 228 1117 81 324 137 286 278 168 82 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 2 2 3 5 15 1 5 2 2 1 1
Cap, veh/h 281 2345 714 257 2261 642 354 708 318 337 716 309 Arrive On Green 0.16 0.92 0.92 0.15 0.91 0.91 0.10 0.20 0.20 0.10 0.20 0.20 Sat Flow, veh/h 3483 5106 1556 3428 4985 1415 3483 3469 1559 3456 3582 1546 Grp Volume(v), veh/h 102 1869 253 228 1117 81 324 137 286 278 168 82 Grp Sat Flow(s),veh/h/ln1742 1702 1556 1714 1662 1415 1742 1735 1559 1728 1791 1546 Q Serve(g_s), s 3.1 13.4 2.4 7.8 4.5 0.7 11.1 3.9 21.4 9.5 4.7 5.4 Cycle Q Clear(g_c), s 3.1 13.4 2.4 7.8 4.5 0.7 11.1 3.9 21.4 9.5 4.7 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 281 2345 714 257 2261 642 354 708 318 337 716 309 V/C Ratio(X) 0.36 0.80 0.35 0.89 0.49 0.13 0.91 0.19 0.90 0.83 0.23 0.27 Avail Cap(c_a), veh/h 305 2345 714 257 2261 642 354 821 369 455 955 412 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.55 0.55 0.55 0.92 0.92 0.92 0.81 0.81 0.81 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 3.2 2.7 50.5 3.2 3.1 53.4 39.6 46.5 53.2 40.3 40.6 Incr Delay (d2), s/veh 0.2 1.6 0.8 26.3 0.7 0.4 23.2 0.1 19.3 6.6 0.3 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/ln1.3 1.8 0.7 4.0 1.1 0.3 5.9 1.7 9.7 4.4 2.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.8 4.8 3.5 76.8 4.0 3.4 76.6 39.7 65.8 59.8 40.6 41.3 LnGrp LOS D A A E A A E D E E D D
Approach Vol, veh/h 2224 1426 747 528
Approach Delay, s/veh 6.6 15.6 65.7 50.8
Approach LOS A B E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.7 30.2 13.0 61.1 16.2 29.7 13.7 60.4 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s15.8 28.4 9.0 47.1 12.2 32.0 10.5 45.6 Max Q Clear Time (g_c+I1), s11.5 23.4 9.8 15.4 13.1 7.4 5.1 6.5 Green Ext Time (p_c), s 0.2 1.1 0.0 28.6 0.0 1.9 0.1 23.7 Intersection Summary
HCM 7th Control Delay, s/veh 22.9
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2711 of 3079 ends

HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 6 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 2084 104 188 1225 33 21 11 150 51 15 18 Future Volume (veh/h) 31 2084 104 188 1225 33 21 11 150 51 15 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1900 1870 1841 1856 1826 1900 1900 1900 1885 1900 1900 1900 Adj Flow Rate, veh/h 33 2217 111 200 1303 35 17 19 160 54 16 19 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, % 0 2 4 3 5 0 0 0 1 0 0 0
Cap, veh/h 70 2849 858 255 2958 935 209 219 184 172 75 89 Arrive On Green 0.08 1.00 1.00 0.15 1.00 1.00 0.12 0.12 0.12 0.09 0.09 0.09 Sat Flow, veh/h 1810 5106 1538 3428 4985 1576 1810 1900 1598 1810 791 940 Grp Volume(v), veh/h 33 2217 111 200 1303 35 17 19 160 54 0 35 Grp Sat Flow(s),veh/h/ln1810 1702 1538 1714 1662 1576 1810 1900 1598 1810 0 1731 Q Serve(g_s), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Cycle Q Clear(g_c), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 70 2849 858 255 2958 935 209 219 184 172 0 164 V/C Ratio(X) 0.47 0.78 0.13 0.78 0.44 0.04 0.08 0.09 0.87 0.31 0.00 0.21 Avail Cap(c_a), veh/h 241 2849 858 457 2958 935 228 239 201 241 0 231 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 0.0 50.1 0.0 0.0 47.4 47.4 52.2 50.7 0.0 50.2 Incr Delay (d2), s/veh 1.0 1.2 0.2 1.8 0.4 0.1 0.1 0.1 27.5 0.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.3 0.0 2.7 0.1 0.0 0.5 0.5 6.0 1.5 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.1 1.2 0.2 51.9 0.4 0.1 47.5 47.5 79.7 51.1 0.0 50.4 LnGrp LOS E A A D A A D D E D D
Approach Vol, veh/h 2361 1538 196 89
Approach Delay, s/veh 1.9 7.1 73.7 50.8
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.7 12.9 72.9 15.4 8.7 77.2
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 15.1 16.0 54.0 16.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 13.8 8.7 2.0 5.3 4.1 2.0
Green Ext Time (p_c), s 0.0 0.2 46.5 0.1 0.0 26.9
Intersection Summary
HCM 7th Control Delay, s/veh 8.2
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 2712 of 3079 ends

HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 7 ends

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 33 2230 0 1416 140 376 42
Future Volume (veh/h) 33 2230 0 1416 140 376 42
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 1826 1885 1900 1826
Adj Flow Rate, veh/h 37 2478 1573 156 418 47
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 3 2 5 1 0 5
Cap, veh/h 94 5004 3445 1104 488 215
Arrive On Green 0.11 1.00 0.69 0.69 0.14 0.14
Sat Flow, veh/h 1767 6696 5149 1598 3510 1547
Grp Volume(v), veh/h 37 2478 1573 156 418 47
Grp Sat Flow(s),veh/h/ln1767 1609 1662 1598 1755 1547
Q Serve(g_s), s 2.3 0.0 17.1 4.0 14.0 3.2
Cycle Q Clear(g_c), s 2.3 0.0 17.1 4.0 14.0 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 5004 3445 1104 488 215
V/C Ratio(X) 0.39 0.50 0.46 0.14 0.86 0.22
Avail Cap(c_a), veh/h 236 5004 3445 1104 761 335
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.61 0.61 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 51.8 0.0 8.4 6.3 50.5 45.9
Incr Delay (d2), s/veh 0.6 0.2 0.4 0.3 3.6 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.0 0.1 5.3 1.2 6.4 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.4 0.2 8.8 6.6 54.1 46.1
LnGrp LOS D A A A D D
Approach Vol, veh/h 2515 1729 465
Approach Delay, s/veh 1.0 8.6 53.3
Approach LOS A A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 99.3 20.7 10.4 88.9
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 64.0 26.0 16.0 64.0
Max Q Clear Time (g_c+I1), s 2.0 16.0 4.3 19.1
Green Ext Time (p_c), s 54.9 0.7 0.0 29.3
Intersection Summary
HCM 7th Control Delay, s/veh 8.9
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

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HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 2060 223 324 1465 240 186 84 413 130 50 24 Future Volume (veh/h) 82 2060 223 324 1465 240 186 84 413 130 50 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1885 1870 1841 1856 1811 1826 1781 1693 1811 1900 Adj Flow Rate, veh/h 88 2215 62 348 1575 127 200 90 0 140 54 26 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, % 1 2 1 2 4 3 6 5 8 14 6 0
Cap, veh/h 275 2739 846 410 2895 895 278 275 310 327 153 Arrive On Green 0.08 0.54 0.54 0.12 0.58 0.58 0.08 0.08 0.00 0.10 0.10 0.10 Sat Flow, veh/h 3483 5106 1577 3456 5025 1553 3346 3469 1510 3127 3441 1610 Grp Volume(v), veh/h 88 2215 62 348 1575 127 200 90 0 140 54 26 Grp Sat Flow(s),veh/h/ln1742 1702 1577 1728 1675 1553 1673 1735 1510 1564 1721 1610 Q Serve(g_s), s 2.9 42.6 2.3 11.8 23.2 4.5 7.0 2.9 0.0 5.1 1.7 1.8 Cycle Q Clear(g_c), s 2.9 42.6 2.3 11.8 23.2 4.5 7.0 2.9 0.0 5.1 1.7 1.8 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 275 2739 846 410 2895 895 278 275 310 327 153 V/C Ratio(X) 0.32 0.81 0.07 0.85 0.54 0.14 0.72 0.33 0.45 0.17 0.17 Avail Cap(c_a), veh/h 464 2739 846 605 2895 895 446 434 417 450 211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 22.8 13.4 51.8 15.7 11.7 53.6 52.2 0.0 51.0 49.9 49.9 Incr Delay (d2), s/veh 0.2 2.7 0.2 4.2 0.6 0.3 1.3 1.3 0.0 0.4 0.9 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 16.2 0.8 5.2 8.2 1.5 2.9 1.3 0.0 2.0 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.5 25.5 13.6 56.0 16.3 12.0 54.9 53.6 0.0 51.4 50.8 51.8 LnGrp LOS D C B E B B D D D D D
Approach Vol, veh/h 2365 2050 290 220
Approach Delay, s/veh 26.2 22.8 54.5 51.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.9 15.5 18.2 70.4 14.0 17.4 13.5 75.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 15.0 21.0 48.0 16.0 * 16 16.0 53.0 Max Q Clear Time (g_c+I1), s7.1 4.9 13.8 44.6 9.0 3.8 4.9 25.2 Green Ext Time (p_c), s 0.1 0.4 0.4 3.3 0.2 0.5 0.1 24.0 Intersection Summary
HCM 7th Control Delay, s/veh 27.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2714 of 3079 ends

HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 9 ends

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

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HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 10 ends

HCM 7th Edition methodology does not support current ring-barrier structure.

Page 2716 of 3079 ends

HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2165 356 306 804 141 238 0 475 95 478 374 Future Volume (veh/h) 0 2165 356 306 804 141 238 0 475 95 478 374 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1856 1870 1841 1870 1885 1856 0 1856 1870 1856 1826 Adj Flow Rate, veh/h 0 2353 387 333 874 0 259 0 516 103 520 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 2 4 2 1 3 0 3 2 3 5
Cap, veh/h 0 3782 939 394 2636 0 0 0 282 558
Arrive On Green 0.00 0.59 0.59 0.12 0.74 0.00 0.00 0.00 0.00 0.16 0.16 0.00 Sat Flow, veh/h 0 6643 1584 3401 3554 1598 0 1781 3526 1547 Grp Volume(v), veh/h 0 2353 387 333 874 0 0.0 103 520 0 Grp Sat Flow(s),veh/h/ln 0 1596 1584 1700 1777 1598 1781 1763 1547 Q Serve(g_s), s 0.0 28.6 15.8 11.5 10.1 0.0 6.2 17.5 0.0 Cycle Q Clear(g_c), s 0.0 28.6 15.8 11.5 10.1 0.0 6.2 17.5 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3782 939 394 2636 282 558
V/C Ratio(X) 0.00 0.62 0.41 0.85 0.33 0.37 0.93
Avail Cap(c_a), veh/h 0 3782 939 595 2636 282 558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.80 0.80 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 15.8 13.2 52.0 5.3 0.0 45.1 49.9 0.0 Incr Delay (d2), s/veh 0.0 0.6 1.1 4.4 0.3 0.0 1.5 23.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 10.1 5.8 5.0 3.0 0.0 2.9 9.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 16.4 14.3 56.4 5.6 0.0 46.7 73.0 0.0 LnGrp LOS B B E A D E
Approach Vol, veh/h 2740 1207 623
Approach Delay, s/veh 16.1 19.7 68.6
Approach LOS B B E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 17.9 77.1 25.0 95.0
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 39.0 19.0 64.0
Max Q Clear Time (g_c+I1), s 13.5 30.6 19.5 12.1
Green Ext Time (p_c), s 0.4 8.4 0.0 15.6
Intersection Summary
HCM 7th Control Delay, s/veh 24.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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

Page 2717 of 3079 ends

HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 12 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 5 0 0 0 0 4 0 0 0
Future Volume (veh/h) 0 0 0 5 0 0 0 0 4 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1307 1900 1900 1900 1900 789 1900 1900 1900 Adj Flow Rate, veh/h 0 0 0 11 0 0 0 0 9 0 0 0
Peak Hour Factor 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Percent Heavy Veh, % 0 0 0 40 0 0 0 0 75 0 0 0
Cap, veh/h 13 25 11 36 54 24 13 1270 235 13 1825 566
Arrive On Green 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.35 0.00 0.00 0.00 Sat Flow, veh/h 1810 3610 1610 2415 3610 1610 1810 3610 668 1810 5187 1610 Grp Volume(v), veh/h 0 0 0 11 0 0 0 0 9 0 0 0
Grp Sat Flow(s),veh/h/ln1810 1805 1610 1208 1805 1610 1810 1805 668 1810 1729 1610 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 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 13 25 11 36 54 24 13 1270 235 13 1825 566 V/C Ratio(X) 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.00 Avail Cap(c_a), veh/h 764 4572 2039 3314 8001 3569 637 4953 917 637 7117 2209 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) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 6.9 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.6 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 11.6 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 LnGrp LOS B A
Approach Vol, veh/h 0 11 9 0
Approach Delay, s/veh 0.0 11.6 3.1 0.0
Approach LOS B A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s0.0 9.5 4.7 0.0 0.0 9.5 0.0 4.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 19.5 19.5 18.0 5.0 19.5 6.0 31.5 Max Q Clear Time (g_c+I1), s0.0 2.1 2.1 0.0 0.0 0.0 0.0 0.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 7.8
HCM 7th LOS A

Page 2718 of 3079 ends

HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 183 33 80 140 295 36 185 111 421 297 55 Future Volume (veh/h) 50 183 33 80 140 295 36 185 111 421 297 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.93 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 1678 1885 1870 1856 1811 1767 1900 1870 1796 1900 Adj Flow Rate, veh/h 63 232 42 101 177 373 46 234 141 533 376 70 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 15 1 2 3 6 9 0 2 7 0
Cap, veh/h 296 591 232 356 649 286 98 492 219 577 1457 666 Arrive On Green 0.09 0.17 0.17 0.10 0.18 0.18 0.06 0.15 0.15 0.32 0.43 0.43 Sat Flow, veh/h 3456 3554 1392 3483 3554 1567 1725 3357 1495 1781 3413 1559 Grp Volume(v), veh/h 63 232 42 101 177 373 46 234 141 533 376 70 Grp Sat Flow(s),veh/h/ln1728 1777 1392 1742 1777 1567 1725 1678 1495 1781 1706 1559 Q Serve(g_s), s 1.3 4.6 2.0 2.1 3.4 14.3 2.0 5.0 7.0 22.6 5.6 2.1 Cycle Q Clear(g_c), s 1.3 4.6 2.0 2.1 3.4 14.3 2.0 5.0 7.0 22.6 5.6 2.1 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 296 591 232 356 649 286 98 492 219 577 1457 666 V/C Ratio(X) 0.21 0.39 0.18 0.28 0.27 1.30 0.47 0.48 0.64 0.92 0.26 0.11 Avail Cap(c_a), veh/h 707 649 254 712 649 286 683 613 273 1252 1714 783 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 29.1 28.0 32.5 27.5 32.0 35.8 30.6 31.5 25.5 14.4 13.4 Incr Delay (d2), s/veh 0.1 1.1 0.9 0.2 0.6 159.1 1.3 1.8 7.8 2.8 0.4 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 1.9 0.7 0.8 1.4 17.6 0.8 2.0 2.8 9.1 2.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.4 30.1 29.0 32.6 28.1 191.1 37.1 32.4 39.2 28.3 14.9 13.8 LnGrp LOS C C C C C F D C D C B B
Approach Vol, veh/h 337 651 421 979
Approach Delay, s/veh 30.6 122.2 35.2 22.1
Approach LOS C F D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s30.4 17.2 12.0 18.7 8.4 39.1 10.7 20.0 Change Period (Y+Rc), s 5.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s55.0 14.3 16.0 14.3 31.0 39.3 16.0 14.3 Max Q Clear Time (g_c+I1), s24.6 9.0 4.1 6.6 4.0 7.6 3.3 16.3 Green Ext Time (p_c), s 0.8 1.5 0.1 1.5 0.0 8.8 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 52.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Page 2719 of 3079 ends

HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 741 12 69 452 37 19 87 128 106 118 68 Future Volume (veh/h) 76 741 12 69 452 37 19 87 128 106 118 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1811 1856 1856 1737 1885 1870 1885 1870 1856 Adj Flow Rate, veh/h 94 915 15 85 558 46 23 107 158 131 146 84 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 1 0 6 3 3 11 1 2 1 2 3
Cap, veh/h 178 1229 547 165 1122 92 41 191 196 149 166 95 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.12 0.12 0.12 0.23 0.23 0.23 Sat Flow, veh/h 1810 3582 1594 1725 3295 271 331 1538 1585 640 714 411 Grp Volume(v), veh/h 94 915 15 85 298 306 130 0 158 361 0 0 Grp Sat Flow(s),veh/h/ln1810 1791 1594 1725 1763 1803 1869 0 1585 1764 0 0 Q Serve(g_s), s 4.6 20.9 0.6 4.3 12.4 12.5 6.1 0.0 9.0 18.3 0.0 0.0 Cycle Q Clear(g_c), s 4.6 20.9 0.6 4.3 12.4 12.5 6.1 0.0 9.0 18.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.15 0.18 1.00 0.36 0.23
Lane Grp Cap(c), veh/h 178 1229 547 165 600 614 232 0 196 410 0 0 V/C Ratio(X) 0.53 0.74 0.03 0.51 0.50 0.50 0.56 0.00 0.80 0.88 0.00 0.00 Avail Cap(c_a), veh/h 391 1546 688 372 818 837 403 0 342 628 0 0 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 0.00 Uniform Delay (d), s/veh 39.7 26.9 20.2 39.8 24.2 24.3 38.2 0.0 39.5 34.3 0.0 0.0 Incr Delay (d2), s/veh 0.9 2.0 0.0 0.9 1.1 1.1 0.8 0.0 2.9 6.3 0.0 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/ln2.1 9.0 0.2 1.9 5.2 5.4 2.8 0.0 3.6 8.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.6 28.9 20.2 40.8 25.3 25.3 39.0 0.0 42.4 40.7 0.0 0.0 LnGrp LOS D C C D C C D D D
Approach Vol, veh/h 1024 689 288 361
Approach Delay, s/veh 29.8 27.2 40.9 40.7
Approach LOS C C D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.8 12.9 37.5 25.5 13.1 37.3
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 20.0 20.0 40.0 33.0 20.0 43.0 Max Q Clear Time (g_c+I1), s 11.0 6.3 22.9 20.3 6.6 14.5 Green Ext Time (p_c), s 0.5 0.1 8.9 1.2 0.1 6.7
Intersection Summary
HCM 7th Control Delay, s/veh 32.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2720 of 3079 ends

HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 740 403 292 217 83 332 582 445 163 827 69 Future Volume (veh/h) 77 740 403 292 217 83 332 582 445 163 827 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1885 1900 1826 1856 1796 1781 1781 1841 1826 1826 1841 Adj Flow Rate, veh/h 87 831 257 328 244 40 373 654 184 183 929 26 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, % 4 1 0 5 3 7 8 8 4 5 5 4
Cap, veh/h 199 1415 628 378 1583 683 395 1408 446 227 1180 369 Arrive On Green 0.06 0.40 0.40 0.11 0.45 0.45 0.12 0.29 0.29 0.07 0.24 0.24 Sat Flow, veh/h 3401 3582 1590 3374 3526 1522 3291 4863 1540 3374 4985 1560 Grp Volume(v), veh/h 87 831 257 328 244 40 373 654 184 183 929 26 Grp Sat Flow(s),veh/h/ln1700 1791 1590 1687 1763 1522 1646 1621 1540 1687 1662 1560 Q Serve(g_s), s 3.7 27.4 17.5 14.3 6.1 2.2 16.9 16.6 14.5 8.0 26.2 1.9 Cycle Q Clear(g_c), s 3.7 27.4 17.5 14.3 6.1 2.2 16.9 16.6 14.5 8.0 26.2 1.9 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 199 1415 628 378 1583 683 395 1408 446 227 1180 369 V/C Ratio(X) 0.44 0.59 0.41 0.87 0.15 0.06 0.94 0.46 0.41 0.81 0.79 0.07 Avail Cap(c_a), veh/h 272 1415 628 652 1583 683 395 1511 478 270 1362 426 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) 0.67 0.67 0.67 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 35.7 32.7 65.5 24.5 23.4 65.5 43.7 43.0 69.0 53.7 44.4 Incr Delay (d2), s/veh 0.4 1.2 1.3 2.3 0.2 0.1 31.0 0.4 1.0 11.9 3.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 11.9 6.9 6.2 2.6 0.8 8.7 6.6 5.6 3.8 11.1 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 36.9 34.1 67.8 24.7 23.5 96.5 44.1 44.0 80.9 57.2 44.6 LnGrp LOS E D C E C C F D D F E D
Approach Vol, veh/h 1175 612 1211 1138
Approach Delay, s/veh 38.7 47.7 60.2 60.7
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 49.8 20.8 65.3 22.0 41.9 12.8 73.3 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s12.0 46.6 29.0 * 42 18.0 * 41 12.0 59.0 Max Q Clear Time (g_c+I1), s10.0 18.6 16.3 29.4 18.9 28.2 5.7 8.1 Green Ext Time (p_c), s 0.1 8.1 0.5 7.4 0.0 7.3 0.1 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 52.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2721 of 3079 ends

HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 16 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 1160 205 168 585 190 132 397 208 338 577 113 Future Volume (veh/h) 82 1160 205 168 585 190 132 397 208 338 577 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.89 1.00 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1885 1885 1885 1826 1841 1841 1870 1900 1870 1870 1856 Adj Flow Rate, veh/h 92 1303 86 189 657 80 148 446 47 380 648 34 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, % 4 1 1 1 5 4 4 2 0 2 2 3
Cap, veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 Arrive On Green 0.06 0.33 0.33 0.41 0.98 0.98 0.06 0.15 0.15 0.13 0.23 0.23 Sat Flow, veh/h 3401 3582 1557 3483 3469 1557 3401 3554 1432 3456 3554 1382 Grp Volume(v), veh/h 92 1303 86 189 657 80 148 446 47 380 648 34 Grp Sat Flow(s),veh/h/ln1700 1791 1557 1742 1735 1557 1700 1777 1432 1728 1777 1382 Q Serve(g_s), s 3.2 39.3 3.7 4.3 0.7 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Cycle Q Clear(g_c), s 3.2 39.3 3.7 4.3 0.7 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 V/C Ratio(X) 0.49 1.11 0.17 0.27 0.39 0.10 0.72 0.84 0.22 0.85 0.79 0.11 Avail Cap(c_a), veh/h 453 1173 510 711 1700 763 567 542 218 778 825 321 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.69 0.69 0.95 0.95 0.95 0.87 0.87 0.87 0.91 0.91 0.91 Uniform Delay (d), s/veh 55.0 40.4 17.9 29.5 0.6 0.2 55.4 49.7 44.9 51.1 43.3 36.3 Incr Delay (d2), s/veh 0.5 58.8 0.5 0.1 0.2 0.1 1.5 10.5 0.8 1.7 5.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 26.0 1.8 1.7 0.2 0.1 2.2 7.2 1.2 5.6 9.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.5 99.2 18.4 29.6 0.8 0.3 56.9 60.2 45.7 52.8 48.3 36.5 LnGrp LOS E F B C A A E E D D D D
Approach Vol, veh/h 1481 926 641 1062
Approach Delay, s/veh 91.8 6.7 58.4 49.5
Approach LOS F A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.2 23.6 30.2 45.0 11.3 33.5 10.7 64.5 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s27.0 * 18 16.0 * 39 20.0 25.3 16.0 39.3 Max Q Clear Time (g_c+I1), s14.9 16.7 6.3 41.3 7.1 22.6 5.2 2.7 Green Ext Time (p_c), s 0.6 0.7 0.2 0.0 0.2 1.5 0.1 8.5 Intersection Summary
HCM 7th Control Delay, s/veh 56.5
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1684 47 90 855 75 166
Future Volume (veh/h) 1684 47 90 855 75 166
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1885 1870 1841 1870 1885 1885
Adj Flow Rate, veh/h 1914 53 102 972 85 189
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 1 2 4 2 1 1
Cap, veh/h 2415 67 127 2785 243 216
Arrive On Green 0.90 0.90 0.07 0.78 0.14 0.14
Sat Flow, veh/h 3654 98 1753 3647 1795 1598
Grp Volume(v), veh/h 958 1009 102 972 85 189
Grp Sat Flow(s),veh/h/ln1791 1867 1753 1777 1795 1598
Q Serve(g_s), s 21.8 22.6 6.9 9.8 5.2 13.9
Cycle Q Clear(g_c), s 21.8 22.6 6.9 9.8 5.2 13.9
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1215 1266 127 2785 243 216
V/C Ratio(X) 0.79 0.80 0.80 0.35 0.35 0.87
Avail Cap(c_a), veh/h 1215 1266 380 2785 389 346
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.50 0.50 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 3.0 3.0 54.8 3.9 47.1 50.9
Incr Delay (d2), s/veh 2.7 2.7 4.5 0.3 0.3 8.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.4 3.6 3.1 2.6 2.3 5.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 5.7 5.7 59.3 4.2 47.4 59.2
LnGrp LOS A A E A D E
Approach Vol, veh/h 1967 1074 274
Approach Delay, s/veh 5.7 9.4 55.5
Approach LOS A A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 20.2 12.7 87.1 99.8
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 26.0 26.0 38.3 84.3
Max Q Clear Time (g_c+I1), s 15.9 8.9 24.6 11.8
Green Ext Time (p_c), s 0.3 0.1 12.5 15.0
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

Page 2723 of 3079 ends

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 1505 138 375 649 134 161 524 691 311 519 88 Future Volume (veh/h) 208 1505 138 375 649 134 161 524 691 311 519 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1826 1826 1811 1826 1856 1885 1841 1856 Adj Flow Rate, veh/h 229 1654 0 412 713 0 177 576 0 342 570 0 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, % 1 1 4 6 5 5 6 5 3 1 4 3
Cap, veh/h 286 2101 506 1501 234 655 402 1178
Arrive On Green 0.08 0.41 0.00 0.10 0.43 0.00 0.07 0.19 0.00 0.12 0.23 0.00 Sat Flow, veh/h 3483 5147 1560 4864 3469 1547 3346 3469 1572 3483 5025 1572 Grp Volume(v), veh/h 229 1654 0 412 713 0 177 576 0 342 570 0 Grp Sat Flow(s),veh/h/ln1742 1716 1560 1621 1735 1547 1673 1735 1572 1742 1675 1572 Q Serve(g_s), s 7.8 33.6 0.0 9.9 17.6 0.0 6.2 19.4 0.0 11.6 11.8 0.0 Cycle Q Clear(g_c), s 7.8 33.6 0.0 9.9 17.6 0.0 6.2 19.4 0.0 11.6 11.8 0.0 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 286 2101 506 1501 234 655 402 1178 V/C Ratio(X) 0.80 0.79 0.81 0.47 0.76 0.88 0.85 0.48
Avail Cap(c_a), veh/h 357 2101 770 1501 446 694 464 1178 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.87 0.87 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.1 31.0 0.0 52.6 24.3 0.0 54.8 47.3 0.0 52.0 39.7 0.0 Incr Delay (d2), s/veh 7.9 3.1 0.0 2.2 1.1 0.0 1.6 11.1 0.0 12.5 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 13.7 0.0 4.0 7.1 0.0 2.6 9.2 0.0 5.7 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.0 34.0 0.0 54.8 25.4 0.0 56.5 58.5 0.0 64.6 40.1 0.0 LnGrp LOS E C D C E E E D
Approach Vol, veh/h 1883 1125 753 912
Approach Delay, s/veh 37.4 36.2 58.0 49.3
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.9 28.7 18.5 55.0 12.4 34.1 15.6 57.9 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s16.0 24.0 19.0 * 39 16.0 24.0 12.3 46.0 Max Q Clear Time (g_c+I1), s13.6 21.4 11.9 35.6 8.2 13.8 9.8 19.6 Green Ext Time (p_c), s 0.3 1.2 0.5 3.3 0.2 3.5 0.1 7.0 Intersection Summary
HCM 7th Control Delay, s/veh 42.8
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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

Page 2725 of 3079 ends

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 246 1617 241 211 784 76 161 611 232 121 559 199 Future Volume (veh/h) 246 1617 241 211 784 76 161 611 232 121 559 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1841 1900 1796 1870 1870 1737 1856 1826 Adj Flow Rate, veh/h 276 1817 102 237 881 0 181 687 0 136 628 57 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, % 2 2 2 1 4 0 7 2 2 11 3 5
Cap, veh/h 335 1672 510 725 2276 237 807 189 697 300
Arrive On Green 0.10 0.33 0.33 0.21 0.45 0.00 0.07 0.23 0.00 0.06 0.20 0.20 Sat Flow, veh/h 3456 5106 1558 3483 5025 1610 3319 3554 1585 3209 3526 1519 Grp Volume(v), veh/h 276 1817 102 237 881 0 181 687 0 136 628 57 Grp Sat Flow(s),veh/h/ln1728 1702 1558 1742 1675 1610 1659 1777 1585 1605 1763 1519 Q Serve(g_s), s 9.4 39.3 5.7 6.9 14.0 0.0 6.4 22.2 0.0 5.0 20.9 2.9 Cycle Q Clear(g_c), s 9.4 39.3 5.7 6.9 14.0 0.0 6.4 22.2 0.0 5.0 20.9 2.9 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 335 1672 510 725 2276 237 807 189 697 300 V/C Ratio(X) 0.82 1.09 0.20 0.33 0.39 0.76 0.85 0.72 0.90 0.19 Avail Cap(c_a), veh/h 461 1672 510 725 2276 443 807 428 705 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 40.3 29.0 40.4 21.8 0.0 54.7 44.4 0.0 55.5 47.0 24.1 Incr Delay (d2), s/veh 6.1 49.6 0.9 0.1 0.5 0.0 1.9 9.6 0.0 1.9 17.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 23.3 2.2 2.9 5.3 0.0 2.7 10.5 0.0 2.0 10.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.3 89.9 29.9 40.5 22.3 0.0 56.6 54.0 0.0 57.5 64.0 25.5 LnGrp LOS E F C D C E D E E C
Approach Vol, veh/h 2195 1118 868 821
Approach Delay, s/veh 83.3 26.1 54.6 60.2
Approach LOS F C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 33.0 31.0 45.0 14.3 29.7 15.6 60.4 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 24.3 19.0 39.3 16.0 * 24 16.0 44.0 Max Q Clear Time (g_c+I1), s7.0 24.2 8.9 41.3 8.4 22.9 11.4 16.0 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.2 0.8 0.2 9.0 Intersection Summary
HCM 7th Control Delay, s/veh 61.7
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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

Page 2727 of 3079 ends

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 2022 10 21 914 85 52 23 44 142 17 64 Future Volume (veh/h) 14 2022 10 21 914 85 52 23 44 142 17 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1826 1870 1885 1870 1900 1870 1885 1900 1900 Adj Flow Rate, veh/h 16 2351 0 24 1063 0 60 27 0 165 20 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 2 0 5 2 1 2 0 2 1 0 0
Cap, veh/h 44 2225 403 3357 90 108 192 215
Arrive On Green 0.02 0.44 0.00 0.23 0.66 0.00 0.05 0.06 0.00 0.11 0.11 0.00 Sat Flow, veh/h 1810 5106 1610 1739 5106 1598 1781 1900 1585 1795 1900 1610 Grp Volume(v), veh/h 16 2351 0 24 1063 0 60 27 0 165 20 0 Grp Sat Flow(s),veh/h/ln1810 1702 1610 1739 1702 1598 1781 1900 1585 1795 1900 1610 Q Serve(g_s), s 1.0 52.3 0.0 1.3 10.8 0.0 4.0 1.6 0.0 10.8 1.1 0.0 Cycle Q Clear(g_c), s 1.0 52.3 0.0 1.3 10.8 0.0 4.0 1.6 0.0 10.8 1.1 0.0 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 44 2225 403 3357 90 108 192 215
V/C Ratio(X) 0.37 1.06 0.06 0.32 0.67 0.25 0.86 0.09
Avail Cap(c_a), veh/h 241 2225 403 3357 238 317 209 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.7 33.8 0.0 35.9 8.9 0.0 56.0 54.2 0.0 52.7 47.7 0.0 Incr Delay (d2), s/veh 1.9 36.1 0.0 0.0 0.2 0.0 3.2 0.9 0.0 25.1 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/ln0.5 27.5 0.0 0.5 3.6 0.0 1.9 0.8 0.0 6.2 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.6 69.9 0.0 36.0 9.1 0.0 59.2 55.1 0.0 77.8 47.9 0.0 LnGrp LOS E F D A E E E D
Approach Vol, veh/h 2367 1087 87 185
Approach Delay, s/veh 69.8 9.7 57.9 74.6
Approach LOS E A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s16.8 11.7 33.5 58.0 10.1 18.5 6.9 84.6 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s14.0 * 20 14.0 * 52 16.0 19.1 16.0 50.3 Max Q Clear Time (g_c+I1), s12.8 3.6 3.3 54.3 6.0 3.1 3.0 12.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.1 Intersection Summary
HCM 7th Control Delay, s/veh 52.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 167 782 39 428 246 353 32 1111 1007 487 599 88 Future Volume (veh/h) 167 782 39 428 246 353 32 1111 1007 487 599 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1900 1870 1870 1870 1856 1870 1885 1870 1841 1870 Adj Flow Rate, veh/h 176 823 0 451 259 0 34 1169 0 513 631 0 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, % 3 3 0 2 2 2 3 2 1 2 4 2
Cap, veh/h 494 730 664 470 155 1234 599 1901
Arrive On Green 0.14 0.14 0.00 0.13 0.13 0.00 0.05 0.24 0.00 0.06 0.12 0.00 Sat Flow, veh/h 3428 5066 1610 5023 3554 1585 3428 5106 1598 3456 5025 1585 Grp Volume(v), veh/h 176 823 0 451 259 0 34 1169 0 513 631 0 Grp Sat Flow(s),veh/h/ln1714 1689 1610 1674 1777 1585 1714 1702 1598 1728 1675 1585 Q Serve(g_s), s 5.6 17.3 0.0 10.3 8.2 0.0 1.1 27.0 0.0 17.7 13.8 0.0 Cycle Q Clear(g_c), s 5.6 17.3 0.0 10.3 8.2 0.0 1.1 27.0 0.0 17.7 13.8 0.0 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 494 730 664 470 155 1234 599 1901 V/C Ratio(X) 0.36 1.13 0.68 0.55 0.22 0.95 0.86 0.33
Avail Cap(c_a), veh/h 494 730 850 601 457 1234 778 1901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 46.3 51.3 0.0 49.6 48.7 0.0 55.2 44.7 0.0 55.1 38.7 0.0 Incr Delay (d2), s/veh 0.7 74.0 0.0 2.3 1.7 0.0 0.3 14.9 0.0 6.9 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 12.1 0.0 4.3 3.7 0.0 0.5 12.7 0.0 8.7 6.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.1 125.4 0.0 51.9 50.5 0.0 55.5 59.7 0.0 62.0 39.1 0.0 LnGrp LOS D F D D E E E D
Approach Vol, veh/h 999 710 1203 1144
Approach Delay, s/veh 111.6 51.4 59.6 49.4
Approach LOS F D E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 25.8 35.0 25.0 9.4 51.4
Change Period (Y+Rc), s 7.7 5.0 6.0 7.7 4.0 * 6
Max Green Setting (Gmax), s 20.3 27.0 29.0 17.3 16.0 * 41 Max Q Clear Time (g_c+I1), s 12.3 19.7 29.0 19.3 3.1 15.8 Green Ext Time (p_c), s 3.2 1.1 0.0 0.0 0.0 6.7
Intersection Summary
HCM 7th Control Delay, s/veh 68.1
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 18 149 31 7 19 265 1164 57 168 951 151 Future Volume (veh/h) 214 18 149 31 7 19 265 1164 57 168 951 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1856 1900 1856 1856 1900 1900 1885 1870 1870 1900 1856 1885 Adj Flow Rate, veh/h 254 0 38 41 0 21 298 1308 64 189 1069 57 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, % 3 0 3 3 0 0 1 2 2 0 3 1
Cap, veh/h 360 0 105 200 0 90 364 2020 99 1385 3158 995 Arrive On Green 0.07 0.00 0.07 0.06 0.00 0.06 0.10 0.32 0.32 0.79 1.00 1.00 Sat Flow, veh/h 5302 0 1552 3534 0 1585 3483 6326 309 3510 5066 1596 Grp Volume(v), veh/h 254 0 38 41 0 21 298 997 375 189 1069 57 Grp Sat Flow(s),veh/h/ln1767 0 1552 1767 0 1585 1742 1609 1809 1755 1689 1596 Q Serve(g_s), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 21.3 21.4 1.5 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 21.3 21.4 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 360 0 105 200 0 90 364 1541 578 1385 3158 995 V/C Ratio(X) 0.71 0.00 0.36 0.20 0.00 0.23 0.82 0.65 0.65 0.14 0.34 0.06 Avail Cap(c_a), veh/h 1016 0 297 589 0 264 755 1741 653 1385 3158 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.71 0.71 0.71 0.93 0.93 0.93 Uniform Delay (d), s/veh 54.8 0.0 53.4 54.0 0.0 54.1 52.6 35.0 35.1 7.8 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.8 0.2 0.0 0.5 1.3 1.5 4.0 0.0 0.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 1.1 0.6 0.0 0.6 4.5 8.5 10.0 0.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.7 0.0 54.2 54.2 0.0 54.6 53.9 36.6 39.1 7.8 0.3 0.1 LnGrp LOS E D D D D D D A A A
Approach Vol, veh/h 292 62 1670 1315
Approach Delay, s/veh 55.5 54.3 40.2 1.4
Approach LOS E D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s53.0 44.0 12.1 16.5 80.5 10.8
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s3.5 23.4 7.6 12.1 2.0 3.5
Green Ext Time (p_c), s 0.2 15.0 0.5 0.5 16.5 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 26.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 27 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 37 346 0 0 0 0 1010 423 0 1089 524 Future Volume (veh/h) 86 37 346 0 0 0 0 1010 423 0 1089 524 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 0 1870 1870 0 1856 1870 Adj Flow Rate, veh/h 79 0 437 0 1135 475 0 1224 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 3 2 0 2 2 0 3 2
Cap, veh/h 285 0 506 0 2625 1097 0 3792
Arrive On Green 0.16 0.00 0.16 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3674 1465 0 5233 1585
Grp Volume(v), veh/h 79 0 437 0 1102 508 0 1224 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1567 0 1689 1585 Q Serve(g_s), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.93 0.00 1.00
Lane Grp Cap(c), veh/h 285 0 506 0 2548 1173 0 3792
V/C Ratio(X) 0.28 0.00 0.86 0.00 0.43 0.43 0.00 0.32
Avail Cap(c_a), veh/h 515 0 917 0 2548 1173 0 3792
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.92 0.92 0.00 0.92 0.00 Uniform Delay (d), s/veh 44.3 0.0 49.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.7 0.0 0.5 1.1 0.0 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 %ile BackOfQ(50%),veh/ln2.1 0.0 6.5 0.0 0.2 0.4 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.5 0.0 50.9 0.0 0.5 1.1 0.0 0.2 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 516 1610 1224
Approach Delay, s/veh 49.9 0.7 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.5 24.5 95.5
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 74.3 34.7 74.3
Max Q Clear Time (g_c+I1), s 2.0 18.1 2.0
Green Ext Time (p_c), s 34.6 1.0 16.4
Intersection Summary
HCM 7th Control Delay, s/veh 8.1
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

Page 2733 of 3079 ends

HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

Page 28 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 296 297 920 188 101 1304
Future Volume (veh/h) 296 297 920 188 101 1304
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1841 1826 1870 1856 1826 1870
Adj Flow Rate, veh/h 318 319 989 0 109 1402
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 4 5 2 3 5 2
Cap, veh/h 653 570 3314 134 3878
Arrive On Green 0.13 0.13 1.00 0.00 0.08 0.76
Sat Flow, veh/h 4944 2723 5274 1572 1739 5274
Grp Volume(v), veh/h 318 319 989 0 109 1402
Grp Sat Flow(s),veh/h/ln1648 1362 1702 1572 1739 1702
Q Serve(g_s), s 7.2 12.6 0.0 0.0 7.4 10.9
Cycle Q Clear(g_c), s 7.2 12.6 0.0 0.0 7.4 10.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 653 570 3314 134 3878
V/C Ratio(X) 0.49 0.56 0.30 0.81 0.36
Avail Cap(c_a), veh/h 1141 839 3314 377 3878
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.00 1.00 1.00
Uniform Delay (d), s/veh 48.3 42.5 0.0 0.0 54.5 4.8
Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 4.4 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.0 4.3 0.1 0.0 3.3 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.5 42.8 0.2 0.0 58.9 5.0
LnGrp LOS D D A E A
Approach Vol, veh/h 637 989 1511
Approach Delay, s/veh 45.7 0.2 8.9
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s13.3 83.6 96.8 23.2
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s26.0 49.3 79.3 27.7
Max Q Clear Time (g_c+I1), s9.4 2.0 12.9 14.6
Green Ext Time (p_c), s 0.1 12.2 23.8 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 13.6
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Page 2734 of 3079 ends

HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 296 33 404 667 18 41 59 285 29 134 53 Future Volume (veh/h) 8 296 33 404 667 18 41 59 285 29 134 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1722 1678 1811 1870 1856 1811 1648 1693 1737 1796 1841 1870 Adj Flow Rate, veh/h 9 325 23 444 733 20 45 65 53 32 147 17 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, % 12 15 6 2 3 6 17 14 11 7 4 2
Cap, veh/h 51 673 324 490 1658 722 89 530 242 150 282 243 Arrive On Green 0.02 0.21 0.21 0.28 0.47 0.47 0.06 0.16 0.16 0.05 0.15 0.15 Sat Flow, veh/h 3182 3188 1535 1781 3526 1535 1570 3216 1472 3319 1841 1585 Grp Volume(v), veh/h 9 325 23 444 733 20 45 65 53 32 147 17 Grp Sat Flow(s),veh/h/ln1591 1594 1535 1781 1763 1535 1570 1608 1472 1659 1841 1585 Q Serve(g_s), s 0.2 6.8 0.9 18.2 10.5 0.5 2.1 1.3 2.4 0.7 5.6 0.7 Cycle Q Clear(g_c), s 0.2 6.8 0.9 18.2 10.5 0.5 2.1 1.3 2.4 0.7 5.6 0.7 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 51 673 324 490 1658 722 89 530 242 150 282 243 V/C Ratio(X) 0.18 0.48 0.07 0.91 0.44 0.03 0.51 0.12 0.22 0.21 0.52 0.07 Avail Cap(c_a), veh/h 1681 3157 1520 1341 3492 1520 415 1359 622 877 851 733 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 36.8 26.2 23.9 26.5 13.4 10.8 34.7 27.0 27.4 34.8 29.5 27.4 Incr Delay (d2), s/veh 0.6 1.5 0.3 2.7 0.5 0.0 1.7 0.4 1.7 0.3 2.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 2.5 0.3 7.3 3.6 0.2 0.8 0.5 0.9 0.3 2.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.4 27.7 24.2 29.2 13.9 10.8 36.4 27.4 29.1 35.1 31.8 27.6 LnGrp LOS D C C C B B D C C D C C
Approach Vol, veh/h 357 1197 163 196
Approach Delay, s/veh 27.7 19.5 30.4 32.0
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.4 18.8 25.8 22.7 9.3 17.9 6.2 42.3 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s20.0 32.0 57.0 75.0 20.0 35.0 40.0 75.0 Max Q Clear Time (g_c+I1), s2.7 4.4 20.2 8.8 4.1 7.6 2.2 12.5 Green Ext Time (p_c), s 0.0 1.3 0.6 5.2 0.0 1.4 0.0 13.8 Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
25: Baseline Rd & Westbrook Blvd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 132 493 749 77 151 342
Future Volume (veh/h) 132 493 749 77 151 342
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1604 1722 1841 1811 1826 1870
Adj Flow Rate, veh/h 139 519 788 81 159 360
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 20 12 4 6 5 2
Cap, veh/h 170 1850 1342 589 438 400
Arrive On Green 0.11 0.57 0.38 0.38 0.25 0.25
Sat Flow, veh/h 1527 3358 3589 1535 1739 1585
Grp Volume(v), veh/h 139 519 788 81 159 360
Grp Sat Flow(s),veh/h/ln1527 1636 1749 1535 1739 1585
Q Serve(g_s), s 6.3 5.8 12.8 2.4 5.4 15.6
Cycle Q Clear(g_c), s 6.3 5.8 12.8 2.4 5.4 15.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 1850 1342 589 438 400
V/C Ratio(X) 0.82 0.28 0.59 0.14 0.36 0.90
Avail Cap(c_a), veh/h 429 2528 2702 1186 489 445
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 30.9 8.0 17.4 14.3 21.9 25.8
Incr Delay (d2), s/veh 3.7 0.2 0.9 0.2 0.2 18.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 1.6 4.6 0.8 2.1 14.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 8.2 18.3 14.5 22.1 44.5
LnGrp LOS C A B B C D
Approach Vol, veh/h 658 869 519
Approach Delay, s/veh 13.8 18.0 37.6
Approach LOS B B D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 48.2 22.9 12.9 35.3
Change Period (Y+Rc), s 8.0 5.0 5.0 8.0
Max Green Setting (Gmax), s 55.0 20.0 20.0 55.0
Max Q Clear Time (g_c+I1), s 7.8 17.6 8.3 14.8
Green Ext Time (p_c), s 7.2 0.3 0.1 12.6
Intersection Summary
HCM 7th Control Delay, s/veh 21.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 570 33 11 660 51 20 23 7 92 36 120 Future Volume (veh/h) 67 570 33 11 660 51 20 23 7 92 36 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1767 1500 1633 1796 1811 1307 1648 1470 1826 1811 1856 Adj Flow Rate, veh/h 76 648 38 12 750 58 23 26 8 105 41 136 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, % 6 9 27 18 7 6 40 17 29 5 6 3
Cap, veh/h 147 1587 598 33 1396 625 46 154 116 171 280 241 Arrive On Green 0.09 0.47 0.47 0.02 0.41 0.41 0.04 0.09 0.09 0.10 0.15 0.15 Sat Flow, veh/h 1725 3357 1266 1555 3413 1527 1245 1648 1241 1739 1811 1563 Grp Volume(v), veh/h 76 648 38 12 750 58 23 26 8 105 41 136 Grp Sat Flow(s),veh/h/ln1725 1678 1266 1555 1706 1527 1245 1648 1241 1739 1811 1563 Q Serve(g_s), s 2.5 7.3 1.0 0.4 9.7 1.4 1.1 0.8 0.3 3.4 1.1 4.7 Cycle Q Clear(g_c), s 2.5 7.3 1.0 0.4 9.7 1.4 1.1 0.8 0.3 3.4 1.1 4.7 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 147 1587 598 33 1396 625 46 154 116 171 280 241 V/C Ratio(X) 0.52 0.41 0.06 0.36 0.54 0.09 0.49 0.17 0.07 0.61 0.15 0.56 Avail Cap(c_a), veh/h 593 4325 1631 534 4397 1968 428 566 426 597 622 537 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 25.5 10.0 8.3 28.1 13.0 10.6 27.5 24.3 24.1 25.2 21.3 22.8 Incr Delay (d2), s/veh 1.1 0.3 0.1 2.5 0.6 0.1 3.0 1.1 0.5 1.3 0.3 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/ln0.9 2.1 0.2 0.2 3.0 0.4 0.3 0.4 0.1 1.4 0.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.5 10.4 8.4 30.6 13.7 10.7 30.5 25.4 24.6 26.5 21.6 25.4 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 762 820 57 282
Approach Delay, s/veh 11.9 13.7 27.3 25.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.7 10.0 5.2 33.2 6.2 13.6 9.0 29.5 Change Period (Y+Rc), s 4.0 * 4.6 4.0 5.7 4.0 4.6 4.0 5.7 Max Green Setting (Gmax), s20.0 * 20 20.0 75.0 20.0 20.0 20.0 75.0 Max Q Clear Time (g_c+I1), s5.4 2.8 2.4 9.3 3.1 6.7 4.5 11.7 Green Ext Time (p_c), s 0.1 0.1 0.0 9.6 0.0 0.6 0.1 11.9 Intersection Summary
HCM 7th Control Delay, s/veh 15.1
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 243 389 42 209 309 217 47 923 266 368 943 344 Future Volume (veh/h) 243 389 42 209 309 217 47 923 266 368 943 344 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1678 1811 1693 1856 1781 1752 1737 1811 1856 1870 1826 1811 Adj Flow Rate, veh/h 264 423 46 227 336 60 51 1003 97 400 1025 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 6 14 3 8 10 11 6 3 2 5 6
Cap, veh/h 334 583 63 302 563 247 76 944 431 435 1640 882 Arrive On Green 0.11 0.19 0.19 0.09 0.17 0.17 0.05 0.27 0.27 0.24 0.47 0.47 Sat Flow, veh/h 3100 3132 339 3428 3385 1485 1654 3441 1572 1781 3469 1516 Grp Volume(v), veh/h 264 231 238 227 336 60 51 1003 97 400 1025 125 Grp Sat Flow(s),veh/h/ln1550 1721 1750 1714 1692 1485 1654 1721 1572 1781 1735 1516 Q Serve(g_s), s 8.2 12.5 12.6 6.4 9.0 3.5 3.0 27.0 4.7 21.5 21.8 3.7 Cycle Q Clear(g_c), s 8.2 12.5 12.6 6.4 9.0 3.5 3.0 27.0 4.7 21.5 21.8 3.7 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 334 320 326 302 563 247 76 944 431 435 1640 882 V/C Ratio(X) 0.79 0.72 0.73 0.75 0.60 0.24 0.67 1.06 0.22 0.92 0.63 0.14 Avail Cap(c_a), veh/h 1039 524 533 801 1031 452 336 944 431 706 1640 882 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 42.8 37.7 37.7 43.8 38.0 35.6 46.2 35.7 27.6 36.3 19.4 9.4 Incr Delay (d2), s/veh 1.6 5.6 5.7 1.4 2.0 1.0 3.8 47.5 0.4 7.9 0.9 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 5.5 5.7 2.7 3.7 1.3 1.3 16.8 1.7 9.8 8.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.4 43.3 43.4 45.3 39.9 36.6 50.1 83.2 28.0 44.1 20.4 9.6 LnGrp LOS D D D D D D D F C D C A
Approach Vol, veh/h 733 623 1151 1550
Approach Delay, s/veh 43.8 41.6 77.1 25.6
Approach LOS D D E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s28.0 33.4 12.7 24.3 8.5 52.9 14.6 22.4 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s39.0 27.0 23.0 30.0 20.0 35.0 33.0 30.0 Max Q Clear Time (g_c+I1), s23.5 29.0 8.4 14.6 5.0 23.8 10.2 11.0 Green Ext Time (p_c), s 0.5 0.0 0.3 3.7 0.0 7.0 0.4 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 45.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 677 23 45 500 142 36 147 56 198 119 59 Future Volume (veh/h) 43 677 23 45 500 142 36 147 56 198 119 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1856 1841 1841 1826 1870 1811 1885 1826 1885 1826 1856 Adj Flow Rate, veh/h 44 698 24 46 515 0 37 152 13 204 123 61 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, % 5 3 4 4 5 2 6 1 5 1 5 3
Cap, veh/h 69 806 28 71 1571 43 178 246 230 138 389
Arrive On Green 0.04 0.45 0.45 0.04 0.45 0.00 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh/h 1739 1783 61 1753 3469 1585 365 1501 1547 1105 666 1572 Grp Volume(v), veh/h 44 0 722 46 515 0 189 0 13 327 0 61 Grp Sat Flow(s),veh/h/ln1739 0 1844 1753 1735 1585 1867 0 1547 1771 0 1572 Q Serve(g_s), s 2.8 0.0 40.0 2.9 10.8 0.0 11.3 0.0 0.8 20.4 0.0 3.4 Cycle Q Clear(g_c), s 2.8 0.0 40.0 2.9 10.8 0.0 11.3 0.0 0.8 20.4 0.0 3.4 Prop In Lane 1.00 0.03 1.00 1.00 0.20 1.00 0.62 1.00
Lane Grp Cap(c), veh/h 69 0 834 71 1571 221 0 246 368 0 389 V/C Ratio(X) 0.64 0.00 0.87 0.65 0.33 0.86 0.00 0.05 0.89 0.00 0.16 Avail Cap(c_a), veh/h 306 0 1121 309 1802 270 0 286 624 0 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 28.0 53.7 20.0 0.0 49.1 0.0 40.5 43.7 0.0 33.5 Incr Delay (d2), s/veh 3.6 0.0 7.3 3.7 0.2 0.0 17.2 0.0 0.0 4.5 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 18.0 1.3 4.2 0.0 6.2 0.0 0.3 9.2 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.3 0.0 35.3 57.4 20.2 0.0 66.3 0.0 40.6 48.2 0.0 33.5 LnGrp LOS E D E C E D D C
Approach Vol, veh/h 766 561 202 388
Approach Delay, s/veh 36.6 23.2 64.7 45.9
Approach LOS D C E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.0 8.6 57.3 29.6 8.5 57.4
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 16.4 20.0 69.0 40.0 20.0 59.0 Max Q Clear Time (g_c+I1), s 13.3 4.9 42.0 22.4 4.8 12.8 Green Ext Time (p_c), s 0.2 0.0 9.3 1.2 0.0 6.7
Intersection Summary
HCM 7th Control Delay, s/veh 37.5
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 283 560 96 155 116 346 994 68 94 947 120 Future Volume (veh/h) 144 283 560 96 155 116 346 994 68 94 947 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1856 1885 1841 1856 1781 1796 1885 1885 1856 1856 Adj Flow Rate, veh/h 157 308 133 104 168 22 376 1080 34 102 1029 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 3 1 4 3 8 7 1 1 3 3
Cap, veh/h 185 417 187 129 307 136 441 2873 923 196 2575 Arrive On Green 0.10 0.12 0.12 0.07 0.09 0.09 0.13 0.59 0.59 0.06 0.51 0.00 Sat Flow, veh/h 1795 3497 1572 1795 3497 1550 3291 4904 1575 3483 5066 1572 Grp Volume(v), veh/h 157 308 133 104 168 22 376 1080 34 102 1029 0 Grp Sat Flow(s),veh/h/ln1795 1749 1572 1795 1749 1550 1646 1635 1575 1742 1689 1572 Q Serve(g_s), s 10.3 10.2 9.8 6.8 5.5 1.6 13.4 14.0 1.1 3.4 15.0 0.0 Cycle Q Clear(g_c), s 10.3 10.2 9.8 6.8 5.5 1.6 13.4 14.0 1.1 3.4 15.0 0.0 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 185 417 187 129 307 136 441 2873 923 196 2575 V/C Ratio(X) 0.85 0.74 0.71 0.81 0.55 0.16 0.85 0.38 0.04 0.52 0.40 Avail Cap(c_a), veh/h 329 583 262 239 428 190 576 2873 923 464 2575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.00 Uniform Delay (d), s/veh 52.9 51.1 50.9 54.9 52.4 50.6 50.8 13.2 10.5 55.0 18.2 0.0 Incr Delay (d2), s/veh 4.1 4.8 8.4 4.4 3.2 1.2 9.5 0.4 0.1 0.7 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 4.6 4.3 3.2 2.5 0.7 6.0 4.8 0.4 1.5 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.0 55.8 59.3 59.3 55.6 51.8 60.3 13.6 10.6 55.7 18.6 0.0 LnGrp LOS E E E E E D E B B E B
Approach Vol, veh/h 598 294 1490 1131
Approach Delay, s/veh 56.9 56.6 25.3 21.9
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.8 76.3 12.6 20.3 20.1 67.0 16.4 16.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s16.0 48.0 16.0 20.0 21.0 43.0 22.0 * 15 Max Q Clear Time (g_c+I1), s5.4 16.0 8.8 12.2 15.4 17.0 12.3 7.5 Green Ext Time (p_c), s 0.1 9.8 0.1 2.1 0.7 10.4 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
30: Westbrook Blvd & Brookstone Dr (North) 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 256 75 26 455 423 194
Future Volume (veh/h) 256 75 26 455 423 194
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
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 1885 1900 1781 1826 1885
Adj Flow Rate, veh/h 371 109 38 659 613 281
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Percent Heavy Veh, % 2 1 0 8 5 1
Cap, veh/h 487 437 79 1632 1097 489
Arrive On Green 0.27 0.27 0.04 0.48 0.32 0.32
Sat Flow, veh/h 1781 1598 1810 3474 3561 1548
Grp Volume(v), veh/h 371 109 38 659 613 281
Grp Sat Flow(s),veh/h/ln1781 1598 1810 1692 1735 1548
Q Serve(g_s), s 7.0 2.0 0.8 4.6 5.4 5.6
Cycle Q Clear(g_c), s 7.0 2.0 0.8 4.6 5.4 5.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 487 437 79 1632 1097 489
V/C Ratio(X) 0.76 0.25 0.48 0.40 0.56 0.57
Avail Cap(c_a), veh/h 871 781 246 2574 1743 778
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 12.3 10.4 17.2 6.1 10.5 10.5
Incr Delay (d2), s/veh 2.5 0.3 4.5 0.2 0.4 1.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.5 0.0 0.3 0.8 1.4 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.8 10.7 21.7 6.3 10.9 11.6
LnGrp LOS B B C A B B
Approach Vol, veh/h 480 697 894
Approach Delay, s/veh 13.9 7.1 11.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 22.3 14.6 6.1 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.0 18.5
Max Q Clear Time (g_c+I1), s 6.6 9.0 2.8 7.6
Green Ext Time (p_c), s 4.3 1.1 0.0 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 10.4
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 49 160 148 428 478 18
Future Volume (veh/h) 49 160 148 428 478 18
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95
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 1900 1885 1885 1796 1841 1900
Adj Flow Rate, veh/h 70 229 211 611 683 26
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Percent Heavy Veh, % 0 1 1 7 4 0
Cap, veh/h 353 311 273 1985 1112 488
Arrive On Green 0.19 0.19 0.15 0.58 0.32 0.32
Sat Flow, veh/h 1810 1598 1795 3503 3589 1534
Grp Volume(v), veh/h 70 229 211 611 683 26
Grp Sat Flow(s),veh/h/ln1810 1598 1795 1706 1749 1534
Q Serve(g_s), s 1.3 5.4 4.5 3.7 6.7 0.5
Cycle Q Clear(g_c), s 1.3 5.4 4.5 3.7 6.7 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 353 311 273 1985 1112 488
V/C Ratio(X) 0.20 0.74 0.77 0.31 0.61 0.05
Avail Cap(c_a), veh/h 809 714 468 2796 1563 686
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 13.6 15.2 16.4 4.3 11.6 9.5
Incr Delay (d2), s/veh 0.3 3.4 4.7 0.1 0.6 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 4.9 1.8 0.5 1.9 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.8 18.6 21.1 4.4 12.2 9.6
LnGrp LOS B B C A B A
Approach Vol, veh/h 299 822 709
Approach Delay, s/veh 17.5 8.7 12.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.9 12.4 10.6 17.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 10.5 18.0
Max Q Clear Time (g_c+I1), s 5.7 7.4 6.5 8.7
Green Ext Time (p_c), s 4.1 0.7 0.2 3.0
Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 113 80 71 48 58 32 413 54 23 237 7 Future Volume (veh/h) 17 113 80 71 48 58 32 413 54 23 237 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1885 1796 1811 1870 1900 1826 1841 1841 1811 1693 Adj Flow Rate, veh/h 20 136 96 86 58 70 39 498 65 28 286 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 0 2 1 7 6 2 0 5 4 4 6 14
Cap, veh/h 318 329 280 264 280 245 121 822 370 91 762 318 Arrive On Green 0.18 0.18 0.18 0.15 0.15 0.15 0.07 0.24 0.24 0.05 0.22 0.22 Sat Flow, veh/h 1810 1870 1595 1711 1811 1582 1810 3469 1560 1753 3441 1434 Grp Volume(v), veh/h 20 136 96 86 58 70 39 498 65 28 286 8 Grp Sat Flow(s),veh/h/ln1810 1870 1595 1711 1811 1582 1810 1735 1560 1753 1721 1434 Q Serve(g_s), s 0.5 3.2 2.6 2.2 1.4 1.9 1.0 6.3 1.6 0.8 3.5 0.2 Cycle Q Clear(g_c), s 0.5 3.2 2.6 2.2 1.4 1.9 1.0 6.3 1.6 0.8 3.5 0.2 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 318 329 280 264 280 245 121 822 370 91 762 318 V/C Ratio(X) 0.06 0.41 0.34 0.33 0.21 0.29 0.32 0.61 0.18 0.31 0.38 0.03 Avail Cap(c_a), veh/h 730 754 643 690 730 638 730 2798 1258 707 2775 1157 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 17.0 18.2 17.9 18.7 18.3 18.5 22.1 16.9 15.1 22.7 16.4 15.1 Incr Delay (d2), s/veh 0.1 0.8 0.7 0.7 0.4 0.6 1.5 0.7 0.2 1.9 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/ln0.2 1.3 0.9 0.8 0.5 0.7 0.4 2.1 0.5 0.3 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.1 19.0 18.6 19.4 18.7 19.2 23.6 17.6 15.3 24.6 16.7 15.1 LnGrp LOS B B B B B B C B B C B B
Approach Vol, veh/h 252 214 602 322
Approach Delay, s/veh 18.7 19.1 17.7 17.3
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 17.8 12.7 7.3 17.0 12.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s2.8 8.3 5.2 3.0 5.5 4.2
Green Ext Time (p_c), s 0.0 3.4 1.0 0.0 1.8 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
33: Fiddyment Rd & N Hayden Pkwy 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 20 224 36 32 8 179 416 18 4 361 22 Future Volume (veh/h) 102 20 224 36 32 8 179 416 18 4 361 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1697 1710 1710 1710 1710 1710 1710 1630 1710 1710 1643 1590 Adj Flow Rate, veh/h 136 27 299 48 43 11 239 555 24 5 481 29 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 1 0 0 0 0 0 0 6 0 0 5 9
Cap, veh/h 169 434 363 98 358 295 280 1267 591 15 769 330 Arrive On Green 0.10 0.25 0.25 0.06 0.21 0.21 0.17 0.41 0.41 0.01 0.25 0.25 Sat Flow, veh/h 1616 1710 1432 1629 1710 1410 1629 3097 1444 1629 3122 1339 Grp Volume(v), veh/h 136 27 299 48 43 11 239 555 24 5 481 29 Grp Sat Flow(s),veh/h/ln1616 1710 1432 1629 1710 1410 1629 1548 1444 1629 1561 1339 Q Serve(g_s), s 5.9 0.9 14.2 2.1 1.5 0.4 10.3 9.3 0.7 0.2 9.9 1.2 Cycle Q Clear(g_c), s 5.9 0.9 14.2 2.1 1.5 0.4 10.3 9.3 0.7 0.2 9.9 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 169 434 363 98 358 295 280 1267 591 15 769 330 V/C Ratio(X) 0.80 0.06 0.82 0.49 0.12 0.04 0.85 0.44 0.04 0.33 0.63 0.09 Avail Cap(c_a), veh/h 560 546 457 452 474 391 565 1719 801 452 1733 743 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 31.5 20.4 25.4 32.8 23.1 22.7 28.9 15.3 12.8 35.5 24.2 20.9 Incr Delay (d2), s/veh 3.4 0.2 15.8 1.4 0.7 0.2 2.9 0.4 0.1 4.7 1.6 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.3 6.2 0.8 0.6 0.2 3.9 2.9 0.2 0.1 3.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.9 20.6 41.1 34.2 23.8 23.0 31.8 15.8 12.8 40.2 25.8 21.1 LnGrp LOS C C D C C C C B B D C C
Approach Vol, veh/h 462 102 818 515
Approach Delay, s/veh 38.1 28.6 20.4 25.6
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s4.7 35.5 8.3 23.6 16.4 23.8 11.5 20.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.3 4.0 6.0 4.0 * 5.3 Max Green Setting (Gmax), s20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s2.2 11.3 4.1 16.2 12.3 11.9 7.9 3.5 Green Ext Time (p_c), s 0.0 6.5 0.0 1.6 0.3 5.6 0.1 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 8 267 52 7 7 95 678 15 10 891 18 Future Volume (veh/h) 28 8 267 52 7 7 95 678 15 10 891 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1900 1900 1856 1856 1900 1900 1870 1737 Adj Flow Rate, veh/h 38 11 361 70 9 9 128 916 20 14 1204 24 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 0 0 1 0 0 0 3 3 0 0 2 11
Cap, veh/h 349 101 392 131 17 129 159 1594 726 41 1368 564 Arrive On Green 0.25 0.25 0.25 0.08 0.08 0.08 0.09 0.45 0.45 0.02 0.38 0.38 Sat Flow, veh/h 1418 411 1592 1612 207 1593 1767 3526 1605 1810 3554 1466 Grp Volume(v), veh/h 49 0 361 79 0 9 128 916 20 14 1204 24 Grp Sat Flow(s),veh/h/ln1829 0 1592 1819 0 1593 1767 1763 1605 1810 1777 1466 Q Serve(g_s), s 2.0 0.0 21.1 4.0 0.0 0.5 6.8 18.3 0.7 0.7 30.1 1.0 Cycle Q Clear(g_c), s 2.0 0.0 21.1 4.0 0.0 0.5 6.8 18.3 0.7 0.7 30.1 1.0 Prop In Lane 0.78 1.00 0.89 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 450 0 392 147 0 129 159 1594 726 41 1368 564 V/C Ratio(X) 0.11 0.00 0.92 0.54 0.00 0.07 0.80 0.57 0.03 0.34 0.88 0.04 Avail Cap(c_a), veh/h 518 0 451 381 0 334 371 1594 726 379 1416 584 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 27.9 0.0 35.1 42.1 0.0 40.5 42.6 19.3 14.5 45.9 27.3 18.3 Incr Delay (d2), s/veh 0.0 0.0 21.4 1.1 0.0 0.1 3.6 0.7 0.0 1.8 7.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 10.4 1.8 0.0 0.2 3.0 6.9 0.2 0.3 12.9 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.9 0.0 56.5 43.2 0.0 40.6 46.2 20.1 14.5 47.7 34.3 18.4 LnGrp LOS C E D D D C B D C B
Approach Vol, veh/h 410 88 1064 1242
Approach Delay, s/veh 53.1 43.0 23.1 34.2
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.2 49.1 28.4 12.6 42.7 11.7
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s20.0 38.0 27.0 20.0 38.0 20.0 Max Q Clear Time (g_c+I1), s2.7 20.3 23.1 8.8 32.1 6.0
Green Ext Time (p_c), s 0.0 8.9 0.4 0.1 4.6 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 33.0
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 160 180 104 704 863 144
Future Volume (veh/h) 160 180 104 704 863 144
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1900 1870 1885 1826 1841 1900
Adj Flow Rate, veh/h 182 205 118 800 981 164
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 0 2 1 5 4 0
Cap, veh/h 309 271 193 2234 1617 744
Arrive On Green 0.17 0.17 0.11 0.64 0.46 0.46
Sat Flow, veh/h 1810 1585 1795 3561 3589 1610
Grp Volume(v), veh/h 182 205 118 800 981 164
Grp Sat Flow(s),veh/h/ln1810 1585 1795 1735 1749 1610
Q Serve(g_s), s 5.0 6.7 3.4 5.8 11.3 3.3
Cycle Q Clear(g_c), s 5.0 6.7 3.4 5.8 11.3 3.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 309 271 193 2234 1617 744
V/C Ratio(X) 0.59 0.76 0.61 0.36 0.61 0.22
Avail Cap(c_a), veh/h 1407 1232 598 2234 2201 1013
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 20.6 21.3 23.0 4.5 10.9 8.7
Incr Delay (d2), s/veh 0.7 1.6 3.1 0.2 0.7 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.0 0.1 1.4 1.0 3.2 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.3 23.0 26.1 4.6 11.6 9.0
LnGrp LOS C C C A B A
Approach Vol, veh/h 387 918 1145
Approach Delay, s/veh 22.2 7.4 11.2
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 40.8 13.2 9.8 31.0
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 24.0 42.0 18.0 34.0
Max Q Clear Time (g_c+I1), s 7.8 8.7 5.4 13.3
Green Ext Time (p_c), s 7.4 0.6 0.2 11.7
Intersection Summary
HCM 7th Control Delay, s/veh 11.5
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/03/2025 2028 No Project AM 9:03 am 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 21 95 21 12 10 53 672 41 11 959 92 Future Volume (veh/h) 127 21 95 21 12 10 53 672 41 11 959 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1900 1900 1870 1900 1900 1900 1870 1781 1678 1900 1826 1856 Adj Flow Rate, veh/h 146 24 109 24 14 11 61 772 47 13 1102 106 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 2 0 0 0 2 8 15 0 5 3
Cap, veh/h 212 222 185 82 48 111 141 1595 655 46 1449 655 Arrive On Green 0.12 0.12 0.12 0.07 0.07 0.07 0.08 0.47 0.47 0.03 0.42 0.42 Sat Flow, veh/h 1810 1900 1581 1163 679 1584 1781 3385 1389 1810 3469 1569 Grp Volume(v), veh/h 146 24 109 38 0 11 61 772 47 13 1102 106 Grp Sat Flow(s),veh/h/ln1810 1900 1581 1842 0 1584 1781 1692 1389 1810 1735 1569 Q Serve(g_s), s 5.4 0.8 4.6 1.4 0.0 0.5 2.3 11.0 1.3 0.5 19.0 3.0 Cycle Q Clear(g_c), s 5.4 0.8 4.6 1.4 0.0 0.5 2.3 11.0 1.3 0.5 19.0 3.0 Prop In Lane 1.00 1.00 0.63 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 222 185 129 0 111 141 1595 655 46 1449 655 V/C Ratio(X) 0.69 0.11 0.59 0.29 0.00 0.10 0.43 0.48 0.07 0.28 0.76 0.16 Avail Cap(c_a), veh/h 515 541 450 524 0 451 507 2072 850 515 2123 960 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 29.8 27.7 29.4 31.0 0.0 30.6 30.8 12.7 10.2 33.6 17.5 12.8 Incr Delay (d2), s/veh 4.0 0.2 3.0 1.3 0.0 0.4 2.1 0.2 0.0 3.3 1.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.4 1.8 0.6 0.0 0.2 1.0 3.4 0.3 0.2 6.5 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.8 27.9 32.4 32.3 0.0 31.0 32.9 12.9 10.2 36.9 18.4 12.9 LnGrp LOS C C C C C C B B D B B
Approach Vol, veh/h 279 49 880 1221
Approach Delay, s/veh 32.7 32.0 14.2 18.1
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 39.1 14.1 9.6 35.3 11.2
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s2.5 13.0 7.4 4.3 21.0 3.4
Green Ext Time (p_c), s 0.0 5.6 0.7 0.1 8.1 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 18.7
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 421 278 228 375 88 236 54 237 78 37 5 Future Volume (veh/h) 3 421 278 228 375 88 236 54 237 78 37 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1900 1900 1856 1900 1900 1885 1900 1900 1900 1885 1900 1900 Adj Flow Rate, veh/h 4 520 343 281 463 109 291 67 293 96 46 6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 0 3 0 0 1 0 0 0 1 0 0
Cap, veh/h 10 996 431 394 1986 601 348 813 363 125 370 165 Arrive On Green 0.01 0.28 0.28 0.11 0.38 0.38 0.19 0.23 0.23 0.07 0.10 0.10 Sat Flow, veh/h 1810 3610 1561 3510 5187 1569 1810 3610 1610 1795 3610 1610 Grp Volume(v), veh/h 4 520 343 281 463 109 291 67 293 96 46 6 Grp Sat Flow(s),veh/h/ln 1810 1805 1561 1755 1729 1569 1810 1805 1610 1795 1805 1610 Q Serve(g_s), s 0.1 6.9 11.6 4.4 3.4 2.6 8.8 0.8 9.8 3.0 0.7 0.2 Cycle Q Clear(g_c), s 0.1 6.9 11.6 4.4 3.4 2.6 8.8 0.8 9.8 3.0 0.7 0.2 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 10 996 431 394 1986 601 348 813 363 125 370 165 V/C Ratio(X) 0.41 0.52 0.80 0.71 0.23 0.18 0.84 0.08 0.81 0.77 0.12 0.04 Avail Cap(c_a), veh/h 159 1144 495 433 1986 601 430 1424 635 304 1176 525 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 28.1 17.4 19.1 24.3 11.9 11.6 22.1 17.4 20.8 26.0 23.2 23.0 Incr Delay (d2), s/veh 25.4 0.4 7.8 4.9 0.1 0.1 11.3 0.0 4.3 9.6 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.4 4.4 1.9 1.1 0.7 4.3 0.3 3.5 1.5 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.5 17.8 26.9 29.2 11.9 11.8 33.4 17.4 25.1 35.5 23.3 23.0 LnGrp LOS D B C C B B C B C D C C
Approach Vol, veh/h 867 853 651 148
Approach Delay, s/veh 21.6 17.6 28.0 31.2
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.4 17.3 10.9 20.2 15.4 10.3 4.8 26.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.6 22.4 7.0 18.0 13.5 18.5 5.0 20.0 Max Q Clear Time (g_c+I1), s 5.0 11.8 6.4 13.6 10.8 2.7 2.1 5.4 Green Ext Time (p_c), s 0.1 1.0 0.1 1.8 0.2 0.1 0.0 2.7 Intersection Summary
HCM 7th Control Delay, s/veh 22.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 675 49 71 715 132 33 91 62 98 95 55 Future Volume (veh/h) 44 675 49 71 715 132 33 91 62 98 95 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1870 1900 1885 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 49 750 54 79 794 147 37 101 69 109 106 61 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 2 0 1 0 0 0 0 0 0 0
Cap, veh/h 94 1349 407 131 1453 455 76 271 222 156 356 293 Arrive On Green 0.05 0.26 0.26 0.07 0.28 0.28 0.04 0.14 0.14 0.09 0.19 0.19 Sat Flow, veh/h 1810 5147 1551 1810 5147 1610 1810 1900 1559 1810 1900 1564 Grp Volume(v), veh/h 49 750 54 79 794 147 37 101 69 109 106 61 Grp Sat Flow(s),veh/h/ln1810 1716 1551 1810 1716 1610 1810 1900 1559 1810 1900 1564 Q Serve(g_s), s 1.1 5.2 1.1 1.7 5.4 3.0 0.8 2.0 1.6 2.4 2.0 1.4 Cycle Q Clear(g_c), s 1.1 5.2 1.1 1.7 5.4 3.0 0.8 2.0 1.6 2.4 2.0 1.4 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 94 1349 407 131 1453 455 76 271 222 156 356 293 V/C Ratio(X) 0.52 0.56 0.13 0.60 0.55 0.32 0.49 0.37 0.31 0.70 0.30 0.21 Avail Cap(c_a), veh/h 219 2247 677 219 2247 703 241 853 699 241 853 702 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 19.0 13.1 11.6 18.6 12.6 11.7 19.3 16.0 15.9 18.3 14.4 14.2 Incr Delay (d2), s/veh 4.4 0.4 0.1 4.4 0.3 0.4 4.8 0.9 0.8 5.5 0.5 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/ln0.5 1.5 0.3 0.7 1.4 0.8 0.4 0.8 0.5 1.1 0.7 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.4 13.5 11.8 23.0 12.9 12.1 24.1 16.9 16.6 23.8 14.9 14.5 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 853 1020 207 276
Approach Delay, s/veh 14.0 13.5 18.1 18.3
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.1 10.4 7.5 15.3 6.2 12.2 6.6 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.5 18.5 5.0 18.0 5.5 18.5 5.0 18.0 Max Q Clear Time (g_c+I1), s4.4 4.0 3.7 7.2 2.8 4.0 3.1 7.4 Green Ext Time (p_c), s 0.0 0.6 0.0 3.6 0.0 0.6 0.0 3.9 Intersection Summary
HCM 7th Control Delay, s/veh 14.7
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 536 62 674 716 444 61 550 476 301 502 115 Future Volume (veh/h) 155 536 62 674 716 444 61 550 476 301 502 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1900 1885 1856 1885 1885 1900 1900 1885 1885 1885 1900 1856 Adj Flow Rate, veh/h 163 564 33 709 754 89 64 579 134 317 528 75 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, % 0 1 3 1 1 0 0 1 1 1 0 3
Cap, veh/h 495 883 266 820 1306 408 262 682 299 414 847 368 Arrive On Green 0.14 0.17 0.17 0.24 0.25 0.25 0.07 0.19 0.19 0.12 0.23 0.23 Sat Flow, veh/h 3510 5147 1547 3483 5147 1608 3510 3582 1572 3483 3610 1568 Grp Volume(v), veh/h 163 564 33 709 754 89 64 579 134 317 528 75 Grp Sat Flow(s),veh/h/ln1755 1716 1547 1742 1716 1608 1755 1791 1572 1742 1805 1568 Q Serve(g_s), s 3.4 8.4 1.1 16.1 10.6 2.3 1.4 12.9 6.2 7.3 10.8 3.2 Cycle Q Clear(g_c), s 3.4 8.4 1.1 16.1 10.6 2.3 1.4 12.9 6.2 7.3 10.8 3.2 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 495 883 266 820 1306 408 262 682 299 414 847 368 V/C Ratio(X) 0.33 0.64 0.12 0.86 0.58 0.22 0.24 0.85 0.45 0.77 0.62 0.20 Avail Cap(c_a), veh/h 851 1248 375 2492 2559 800 468 682 299 1267 1445 628 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 31.9 31.8 15.3 30.3 26.9 10.1 36.0 32.2 29.5 35.2 28.3 25.4 Incr Delay (d2), s/veh 0.1 1.3 0.4 1.1 0.6 0.4 0.2 10.6 2.0 1.1 1.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 3.4 0.5 6.2 4.0 1.3 0.6 6.2 2.3 3.0 4.5 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.0 33.1 15.7 31.4 27.5 10.5 36.1 42.8 31.6 36.4 29.8 25.9 LnGrp LOS C C B C C B D D C D C C
Approach Vol, veh/h 760 1552 777 920
Approach Delay, s/veh 32.1 28.3 40.3 31.7
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.8 21.7 24.4 20.6 12.2 25.3 18.0 26.9 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s30.0 14.0 59.0 20.0 11.0 33.0 20.0 * 41 Max Q Clear Time (g_c+I1), s9.3 14.9 18.1 10.4 3.4 12.8 5.4 12.6 Green Ext Time (p_c), s 0.5 0.0 1.3 3.6 0.0 5.9 0.2 7.9 Intersection Summary
HCM 7th Control Delay, s/veh 32.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 1622 47 31 2065 246 23 7 28 196 3 36 Future Volume (veh/h) 39 1622 47 31 2065 246 23 7 28 196 3 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1900 1885 1900 1900 1885 1885 1900 1900 1900 1885 1900 1856 Adj Flow Rate, veh/h 43 1802 52 34 2294 273 26 8 31 257 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 1 0 0 0 1 0 3
Cap, veh/h 115 3141 957 72 3018 914 147 154 128 383 202 0 Arrive On Green 0.06 0.61 0.61 0.08 1.00 1.00 0.08 0.08 0.08 0.11 0.00 0.00 Sat Flow, veh/h 1810 5147 1569 1810 5147 1559 1810 1900 1579 3591 1900 0 Grp Volume(v), veh/h 43 1802 52 34 2294 273 26 8 31 257 0 0 Grp Sat Flow(s),veh/h/ln1810 1716 1569 1810 1716 1559 1810 1900 1579 1795 1900 0 Q Serve(g_s), s 2.7 25.2 1.6 2.2 0.0 0.0 1.6 0.5 2.2 8.3 0.0 0.0 Cycle Q Clear(g_c), s 2.7 25.2 1.6 2.2 0.0 0.0 1.6 0.5 2.2 8.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 115 3141 957 72 3018 914 147 154 128 383 202 0 V/C Ratio(X) 0.37 0.57 0.05 0.48 0.76 0.30 0.18 0.05 0.24 0.67 0.00 0.00 Avail Cap(c_a), veh/h 241 3141 957 392 3018 914 232 244 203 601 318 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.70 0.56 0.56 0.56 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.9 14.0 9.4 54.1 0.0 0.0 51.4 50.9 51.7 51.6 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.5 0.1 1.0 1.0 0.5 0.2 0.1 0.4 0.8 0.0 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/ln1.2 8.9 0.5 1.0 0.3 0.1 0.7 0.2 0.9 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.4 14.6 9.5 55.1 1.0 0.5 51.6 50.9 52.0 52.4 0.0 0.0 LnGrp LOS D B A E A A D D D D
Approach Vol, veh/h 1897 2601 65 257
Approach Delay, s/veh 15.3 1.7 51.7 52.4
Approach LOS B A D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.3 8.7 79.2 17.7 11.6 76.4
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 15.4 26.0 39.0 20.1 16.0 49.0 Max Q Clear Time (g_c+I1), s 4.2 4.2 27.2 10.3 4.7 2.0
Green Ext Time (p_c), s 0.1 0.0 11.0 0.3 0.0 44.5
Intersection Summary
HCM 7th Control Delay, s/veh 10.4
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 1465 172 359 1873 209 365 124 208 160 79 59 Future Volume (veh/h) 121 1465 172 359 1873 209 365 124 208 160 79 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 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 1900 1885 1856 1900 1885 1885 1885 1900 1900 1870 1900 1900 Adj Flow Rate, veh/h 129 1559 183 382 1993 222 388 132 221 170 84 63 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, % 0 1 3 0 1 1 1 0 0 2 0 0
Cap, veh/h 289 2508 755 443 2734 837 446 503 223 287 341 147 Arrive On Green 0.16 0.97 0.97 0.25 1.00 1.00 0.13 0.14 0.14 0.08 0.09 0.09 Sat Flow, veh/h 3510 5147 1549 3510 5147 1575 3483 3610 1600 3456 3610 1557 Grp Volume(v), veh/h 129 1559 183 382 1993 222 388 132 221 170 84 63 Grp Sat Flow(s),veh/h/ln1755 1716 1549 1755 1716 1575 1742 1805 1600 1728 1805 1557 Q Serve(g_s), s 4.0 2.3 0.5 12.5 0.0 0.0 13.1 3.9 16.6 5.7 2.6 4.6 Cycle Q Clear(g_c), s 4.0 2.3 0.5 12.5 0.0 0.0 13.1 3.9 16.6 5.7 2.6 4.6 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 289 2508 755 443 2734 837 446 503 223 287 341 147 V/C Ratio(X) 0.45 0.62 0.24 0.86 0.73 0.27 0.87 0.26 0.99 0.59 0.25 0.43 Avail Cap(c_a), veh/h 614 2508 755 1053 2734 837 522 503 223 605 581 250 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.80 0.65 0.65 0.65 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 0.8 0.8 43.9 0.0 0.0 51.3 46.1 51.6 53.1 50.4 51.3 Incr Delay (d2), s/veh 0.3 0.9 0.6 1.3 1.1 0.5 11.0 0.3 55.1 0.7 0.6 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/ln1.7 0.6 0.3 4.7 0.3 0.1 6.2 1.7 9.9 2.5 1.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.0 1.8 1.4 45.2 1.1 0.5 62.4 46.5 106.6 53.8 51.0 54.4 LnGrp LOS D A A D A A E D F D D D
Approach Vol, veh/h 1871 2597 741 317
Approach Delay, s/veh 4.9 7.6 72.7 53.2
Approach LOS A A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.0 22.4 19.1 64.5 19.4 17.0 13.9 69.7 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s21.0 16.3 36.0 27.0 18.0 19.3 21.0 42.0 Max Q Clear Time (g_c+I1), s7.7 18.6 14.5 4.3 15.1 6.6 6.0 2.0 Green Ext Time (p_c), s 0.2 0.0 0.6 19.2 0.2 0.7 0.2 37.4 Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 1710 70 259 2281 30 46 10 130 26 12 9 Future Volume (veh/h) 37 1710 70 259 2281 30 46 10 130 26 12 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1900 1885 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 39 1819 74 276 2427 32 57 0 138 28 13 10 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, % 0 1 0 0 1 0 0 0 0 0 0 0
Cap, veh/h 77 2895 894 331 3162 989 376 0 164 148 81 62 Arrive On Green 0.08 1.00 1.00 0.19 1.00 1.00 0.10 0.00 0.10 0.08 0.08 0.08 Sat Flow, veh/h 1810 5147 1589 3510 5147 1609 3619 0 1578 1810 993 764 Grp Volume(v), veh/h 39 1819 74 276 2427 32 57 0 138 28 0 23 Grp Sat Flow(s),veh/h/ln1810 1716 1589 1755 1716 1609 1810 0 1578 1810 0 1757 Q Serve(g_s), s 2.5 0.0 0.0 9.1 0.0 0.0 1.7 0.0 10.3 1.7 0.0 1.5 Cycle Q Clear(g_c), s 2.5 0.0 0.0 9.1 0.0 0.0 1.7 0.0 10.3 1.7 0.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
Lane Grp Cap(c), veh/h 77 2895 894 331 3162 989 376 0 164 148 0 144 V/C Ratio(X) 0.51 0.63 0.08 0.83 0.77 0.03 0.15 0.00 0.84 0.19 0.00 0.16 Avail Cap(c_a), veh/h 241 2895 894 468 3162 989 455 0 199 241 0 234 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 0.64 0.64 0.64 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 0.0 47.8 0.0 0.0 49.0 0.0 52.8 51.4 0.0 51.3 Incr Delay (d2), s/veh 1.4 0.7 0.1 4.1 1.2 0.0 0.1 0.0 20.0 0.2 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 0.2 0.0 3.7 0.3 0.0 0.8 0.0 4.9 0.8 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.1 0.7 0.1 51.8 1.2 0.0 49.0 0.0 72.8 51.6 0.0 51.5 LnGrp LOS E A A D A A D E D D
Approach Vol, veh/h 1932 2735 195 51
Approach Delay, s/veh 1.8 6.3 65.8 51.5
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.4 15.3 73.5 13.8 9.1 79.7
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 15.1 16.0 54.0 16.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 12.3 11.1 2.0 3.7 4.5 2.0
Green Ext Time (p_c), s 0.1 0.2 39.9 0.1 0.0 48.2
Intersection Summary
HCM 7th Control Delay, s/veh 7.4
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 2755 of 3079 ends

HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 7 ends

Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 27 1846 0 2537 319 180 26
Future Volume (veh/h) 27 1846 0 2537 319 180 26
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1900 1885 1885 1885 1885 1900
Adj Flow Rate, veh/h 29 1964 2699 339 191 28
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 1 1 1 1 0
Cap, veh/h 84 5297 3793 1152 348 161
Arrive On Green 0.09 1.00 0.74 0.74 0.10 0.10
Sat Flow, veh/h 1810 6749 5316 1564 3483 1610
Grp Volume(v), veh/h 29 1964 2699 339 191 28
Grp Sat Flow(s),veh/h/ln1810 1621 1716 1564 1742 1610
Q Serve(g_s), s 1.8 0.0 34.8 8.7 6.3 1.9
Cycle Q Clear(g_c), s 1.8 0.0 34.8 8.7 6.3 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 84 5297 3793 1152 348 161
V/C Ratio(X) 0.34 0.37 0.71 0.29 0.55 0.17
Avail Cap(c_a), veh/h 241 5297 3793 1152 610 282
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.78 0.78 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 0.0 8.7 5.3 51.4 49.5
Incr Delay (d2), s/veh 0.7 0.2 1.2 0.6 0.5 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.1 10.3 2.5 2.8 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.4 0.2 9.9 6.0 51.9 49.7
LnGrp LOS D A A A D D
Approach Vol, veh/h 1993 3038 219
Approach Delay, s/veh 0.9 9.5 51.6
Approach LOS A A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 104.0 16.0 9.6 94.4
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 69.0 21.0 16.0 69.0
Max Q Clear Time (g_c+I1), s 2.0 8.3 3.8 36.8
Green Ext Time (p_c), s 46.7 0.3 0.0 31.3
Intersection Summary
HCM 7th Control Delay, s/veh 8.0
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

Page 2756 of 3079 ends

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 1626 309 340 2502 124 316 44 366 374 196 90 Future Volume (veh/h) 66 1626 309 340 2502 124 316 44 366 374 196 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1885 1870 1826 1885 1870 1900 1767 1870 1885 1856 1900 Adj Flow Rate, veh/h 70 1730 167 362 2662 60 336 47 0 398 209 96 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, % 3 1 2 5 1 2 0 9 2 1 3 0
Cap, veh/h 258 2563 780 415 2809 865 394 269 460 353 159 Arrive On Green 0.08 0.50 0.50 0.12 0.55 0.55 0.11 0.08 0.00 0.13 0.10 0.10 Sat Flow, veh/h 3428 5147 1565 3374 5147 1585 3510 3357 1585 3483 3526 1587 Grp Volume(v), veh/h 70 1730 167 362 2662 60 336 47 0 398 209 96 Grp Sat Flow(s),veh/h/ln1714 1716 1565 1687 1716 1585 1755 1678 1585 1742 1763 1587 Q Serve(g_s), s 2.3 30.5 7.2 12.6 58.4 2.1 11.3 1.6 0.0 13.4 6.8 7.0 Cycle Q Clear(g_c), s 2.3 30.5 7.2 12.6 58.4 2.1 11.3 1.6 0.0 13.4 6.8 7.0 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 258 2563 780 415 2809 865 394 269 460 353 159 V/C Ratio(X) 0.27 0.67 0.21 0.87 0.95 0.07 0.85 0.17 0.86 0.59 0.60 Avail Cap(c_a), veh/h 457 2563 780 450 2809 865 468 420 610 608 274 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 22.8 16.9 51.7 25.6 12.9 52.3 51.5 0.0 51.0 51.7 51.7 Incr Delay (d2), s/veh 0.2 1.4 0.6 11.6 6.7 0.1 10.9 0.6 0.0 8.0 5.7 12.7 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/ln1.0 11.8 2.6 5.9 23.0 0.7 5.4 0.7 0.0 6.3 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.6 24.2 17.6 63.3 32.3 13.0 63.2 52.1 0.0 59.0 57.3 64.5 LnGrp LOS D C B E C B E D E E E
Approach Vol, veh/h 1967 3084 383 703
Approach Delay, s/veh 24.7 35.6 61.9 59.3
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.9 15.6 18.8 65.8 17.5 18.0 13.0 71.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s21.0 15.0 16.0 48.0 16.0 * 21 16.0 48.0 Max Q Clear Time (g_c+I1), s15.4 3.6 14.6 32.5 13.3 9.0 4.3 60.4 Green Ext Time (p_c), s 0.4 0.2 0.1 14.2 0.2 2.6 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 36.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2757 of 3079 ends

HCM 7th Signalized Intersection Summary
8: Foothill Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 9 ends

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

Page 2758 of 3079 ends

HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 10 ends

HCM 7th Edition methodology does not support current ring-barrier structure.

Page 2759 of 3079 ends

HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2152 259 313 1193 221 541 1 563 171 355 465 Future Volume (veh/h) 0 2152 259 313 1193 221 541 1 563 171 355 465 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 1885 1900 1900 1885 1885 1870 1856 Adj Flow Rate, veh/h 0 2242 270 326 1243 0 564 1 586 178 370 0 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, % 0 1 1 1 1 1 0 0 1 1 2 3
Cap, veh/h 0 2727 664 391 2028 556 0 759 225 446
Arrive On Green 0.00 0.42 0.42 0.11 0.57 0.00 0.16 0.16 0.16 0.13 0.13 0.00 Sat Flow, veh/h 0 6749 1578 3483 3582 1598 3510 0 2801 1795 3554 1572 Grp Volume(v), veh/h 0 2242 270 326 1243 0 564 0 586 178 370 0 Grp Sat Flow(s),veh/h/ln 0 1621 1578 1742 1791 1598 1755 0 1401 1795 1777 1572 Q Serve(g_s), s 0.0 36.7 14.4 11.0 27.7 0.0 19.0 0.0 19.0 11.6 12.2 0.0 Cycle Q Clear(g_c), s 0.0 36.7 14.4 11.0 27.7 0.0 19.0 0.0 19.0 11.6 12.2 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2727 664 391 2028 556 0 759 225 446 V/C Ratio(X) 0.00 0.82 0.41 0.83 0.61 1.01 0.00 0.77 0.79 0.83 Avail Cap(c_a), veh/h 0 2727 664 755 2028 556 0 759 239 474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.83 0.83 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 30.8 24.3 52.2 17.3 0.0 50.5 0.0 40.4 50.9 51.2 0.0 Incr Delay (d2), s/veh 0.0 2.5 1.5 1.8 1.4 0.0 41.9 0.0 4.5 17.8 12.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 14.5 5.6 4.8 10.8 0.0 11.5 0.0 8.2 6.3 6.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 33.2 25.8 54.0 18.7 0.0 92.4 0.0 44.8 68.8 63.9 0.0 LnGrp LOS C C D B F D E E
Approach Vol, veh/h 2512 1569 1150 548
Approach Delay, s/veh 32.4 26.0 68.2 65.5
Approach LOS C C E E
Timer - Assigned Phs 2 3 4 6 8
Phs Duration (G+Y+Rc), s 25.0 17.5 56.5 21.0 74.0
Change Period (Y+Rc), s 6.0 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 19.0 26.0 37.0 16.0 67.0
Max Q Clear Time (g_c+I1), s 21.0 13.0 38.7 14.2 29.7
Green Ext Time (p_c), s 0.0 0.5 0.0 0.8 21.6
Intersection Summary
HCM 7th Control Delay, s/veh 40.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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

Page 2760 of 3079 ends

HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 12 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 7 0 0 0 0 3 0 0 0
Future Volume (veh/h) 0 0 0 7 0 0 0 0 3 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1411 1900 1900 1900 Adj Flow Rate, veh/h 0 0 0 11 0 0 0 0 5 0 0 0
Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 33 0 0 0
Cap, veh/h 13 25 11 27 54 24 25 1270 421 25 1270 566
Arrive On Green 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.35 0.00 0.00 0.00 Sat Flow, veh/h 1810 3610 1610 1810 3610 1610 3510 3610 1196 3510 3610 1610 Grp Volume(v), veh/h 0 0 0 11 0 0 0 0 5 0 0 0
Grp Sat Flow(s),veh/h/ln1810 1805 1610 1810 1805 1610 1755 1805 1196 1755 1805 1610 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 13 25 11 27 54 24 25 1270 421 25 1270 566 V/C Ratio(X) 0.00 0.00 0.00 0.41 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 Avail Cap(c_a), veh/h 637 4572 2039 2355 8001 3569 1235 5207 1725 1235 5207 2322 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) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 6.9 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 9.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 16.4 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 LnGrp LOS B A
Approach Vol, veh/h 0 11 5 0
Approach Delay, s/veh 0.0 16.4 3.0 0.0
Approach LOS B A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s0.0 9.5 4.7 0.0 0.0 9.5 0.0 4.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 20.5 18.5 18.0 5.0 20.5 5.0 31.5 Max Q Clear Time (g_c+I1), s0.0 2.0 2.1 0.0 0.0 0.0 0.0 0.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 12.2
HCM 7th LOS B

Page 2761 of 3079 ends

HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 13 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 119 25 86 132 375 31 160 67 414 137 17 Future Volume (veh/h) 14 119 25 86 132 375 31 160 67 414 137 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1693 1885 1841 1900 1870 1885 1856 1856 1885 1870 1796 1900 Adj Flow Rate, veh/h 15 125 26 91 139 395 33 168 71 436 144 18 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, % 14 1 4 0 2 1 3 3 1 2 7 0
Cap, veh/h 100 913 397 354 1149 510 82 382 169 479 1176 546 Arrive On Green 0.03 0.25 0.25 0.10 0.32 0.32 0.05 0.11 0.11 0.27 0.34 0.34 Sat Flow, veh/h 3127 3582 1560 3510 3554 1577 1767 3526 1560 1781 3413 1584 Grp Volume(v), veh/h 15 125 26 91 139 395 33 168 71 436 144 18 Grp Sat Flow(s),veh/h/ln1564 1791 1560 1755 1777 1577 1767 1763 1560 1781 1706 1584 Q Serve(g_s), s 0.4 2.1 1.0 1.8 2.1 17.3 1.4 3.4 3.2 18.1 2.2 0.6 Cycle Q Clear(g_c), s 0.4 2.1 1.0 1.8 2.1 17.3 1.4 3.4 3.2 18.1 2.2 0.6 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 100 913 397 354 1149 510 82 382 169 479 1176 546 V/C Ratio(X) 0.15 0.14 0.07 0.26 0.12 0.77 0.40 0.44 0.42 0.91 0.12 0.03 Avail Cap(c_a), veh/h 1064 2124 925 1195 2107 935 173 1398 619 653 2314 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 36.0 22.0 21.6 31.7 18.2 23.3 35.4 31.9 31.8 27.0 17.1 16.6 Incr Delay (d2), s/veh 0.3 0.2 0.2 0.1 0.1 6.1 1.2 2.0 4.1 11.5 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.8 0.3 0.7 0.8 6.6 0.6 1.5 1.3 8.6 0.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.2 22.2 21.7 31.9 18.3 29.5 36.6 33.9 35.9 38.5 17.4 16.7 LnGrp LOS D C C C B C D C D D B B
Approach Vol, veh/h 166 625 272 598
Approach Delay, s/veh 23.4 27.3 34.7 32.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.6 14.0 11.7 25.2 7.5 32.0 6.5 30.4 Change Period (Y+Rc), s 5.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s28.0 30.3 26.0 45.3 7.5 51.8 26.0 45.3 Max Q Clear Time (g_c+I1), s20.1 5.4 3.8 4.1 3.4 4.2 2.4 19.3 Green Ext Time (p_c), s 0.5 2.4 0.1 1.8 0.0 3.3 0.0 5.4 Intersection Summary
HCM 7th Control Delay, s/veh 30.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2762 of 3079 ends

HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 14 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 667 9 69 707 131 16 81 72 113 79 62 Future Volume (veh/h) 50 667 9 69 707 131 16 81 72 113 79 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1900 1900 1900 1885 1900 1900 1900 1900 1856 1900 1900 1900 Adj Flow Rate, veh/h 57 758 10 78 803 149 18 92 82 128 90 70 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, % 0 0 0 1 0 0 0 0 3 0 0 0
Cap, veh/h 159 1305 581 180 1131 210 37 187 186 152 107 83 Arrive On Green 0.09 0.36 0.36 0.10 0.37 0.37 0.12 0.12 0.12 0.19 0.19 0.19 Sat Flow, veh/h 1810 3610 1608 1795 3027 562 308 1576 1572 792 557 433 Grp Volume(v), veh/h 57 758 10 78 479 473 110 0 82 288 0 0 Grp Sat Flow(s),veh/h/ln1810 1805 1608 1795 1805 1784 1885 0 1572 1782 0 0 Q Serve(g_s), s 2.5 14.2 0.3 3.4 18.9 18.9 4.6 0.0 4.0 13.0 0.0 0.0 Cycle Q Clear(g_c), s 2.5 14.2 0.3 3.4 18.9 18.9 4.6 0.0 4.0 13.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.31 0.16 1.00 0.44 0.24
Lane Grp Cap(c), veh/h 159 1305 581 180 675 667 223 0 186 342 0 0 V/C Ratio(X) 0.36 0.58 0.02 0.43 0.71 0.71 0.49 0.00 0.44 0.84 0.00 0.00 Avail Cap(c_a), veh/h 434 1731 771 431 931 920 452 0 377 705 0 0 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 0.00 Uniform Delay (d), s/veh 35.8 21.5 17.1 35.3 22.3 22.3 34.4 0.0 34.2 32.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.7 0.0 0.6 2.5 2.5 0.6 0.0 0.6 2.2 0.0 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/ln1.1 5.8 0.1 1.5 8.0 8.0 2.1 0.0 1.5 5.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.3 22.2 17.1 35.9 24.8 24.8 35.0 0.0 34.8 34.6 0.0 0.0 LnGrp LOS D C B D C C D C C
Approach Vol, veh/h 825 1030 192 288
Approach Delay, s/veh 23.1 25.6 34.9 34.6
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.2 12.4 35.8 20.0 11.3 36.9
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 20.0 20.0 40.0 33.0 20.0 43.0 Max Q Clear Time (g_c+I1), s 6.6 5.4 16.2 15.0 4.5 20.9 Green Ext Time (p_c), s 0.4 0.1 8.8 1.1 0.0 10.3
Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2763 of 3079 ends

HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 15 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 511 468 451 683 122 549 899 458 162 814 89 Future Volume (veh/h) 79 511 468 451 683 122 549 899 458 162 814 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1885 1870 1900 1900 1900 1885 1885 1900 1856 1900 Adj Flow Rate, veh/h 83 538 307 475 719 55 578 946 177 171 857 31 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, % 0 1 1 2 0 0 0 1 1 0 3 0
Cap, veh/h 250 960 421 532 1266 556 536 1748 543 230 1279 401 Arrive On Green 0.07 0.27 0.27 0.15 0.35 0.35 0.15 0.34 0.34 0.07 0.25 0.25 Sat Flow, veh/h 3510 3582 1571 3456 3610 1587 3510 5147 1598 3510 5066 1588 Grp Volume(v), veh/h 83 538 307 475 719 55 578 946 177 171 857 31 Grp Sat Flow(s),veh/h/ln1755 1791 1571 1728 1805 1587 1755 1716 1598 1755 1689 1588 Q Serve(g_s), s 2.7 15.3 21.0 15.9 19.0 2.7 18.0 17.5 9.7 5.6 17.9 1.8 Cycle Q Clear(g_c), s 2.7 15.3 21.0 15.9 19.0 2.7 18.0 17.5 9.7 5.6 17.9 1.8 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 250 960 421 532 1266 556 536 1748 543 230 1279 401 V/C Ratio(X) 0.33 0.56 0.73 0.89 0.57 0.10 1.08 0.54 0.33 0.74 0.67 0.08 Avail Cap(c_a), veh/h 298 1498 657 586 1807 794 536 2122 659 357 1848 579 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 52.1 37.2 39.3 48.9 31.0 25.8 49.9 31.5 28.9 54.1 39.7 33.6 Incr Delay (d2), s/veh 0.3 0.9 4.1 14.2 0.6 0.1 61.7 0.4 0.5 1.8 1.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 6.6 8.3 7.7 8.1 1.0 12.2 7.0 3.7 2.5 7.3 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.4 38.1 43.4 63.1 31.6 25.9 111.7 31.9 29.5 55.9 40.9 33.8 LnGrp LOS D D D E C C F C C E D C
Approach Vol, veh/h 928 1249 1701 1059
Approach Delay, s/veh 41.1 43.4 58.8 43.1
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.7 46.4 22.1 37.6 22.0 36.2 12.4 47.3 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s12.0 48.6 20.0 * 49 18.0 * 43 10.0 59.0 Max Q Clear Time (g_c+I1), s7.6 19.5 17.9 23.0 20.0 19.9 4.7 21.0 Green Ext Time (p_c), s 0.1 11.8 0.3 8.0 0.0 9.8 0.0 8.1 Intersection Summary
HCM 7th Control Delay, s/veh 48.2
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2764 of 3079 ends

HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 1015 173 203 1165 226 242 276 174 223 393 124 Future Volume (veh/h) 106 1015 173 203 1165 226 242 276 174 223 393 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.96 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 1856 1885 1885 1885 1900 1885 1885 1900 1856 1885 1870 Adj Flow Rate, veh/h 110 1057 180 211 1214 235 252 288 181 232 409 129 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, % 2 3 1 1 1 0 1 1 0 3 1 2
Cap, veh/h 196 1245 549 675 1806 800 306 644 279 286 678 289 Arrive On Green 0.06 0.35 0.35 0.39 1.00 1.00 0.09 0.18 0.18 0.08 0.19 0.19 Sat Flow, veh/h 3456 3526 1555 3483 3582 1586 3483 3582 1552 3428 3582 1526 Grp Volume(v), veh/h 110 1057 180 211 1214 235 252 288 181 232 409 129 Grp Sat Flow(s),veh/h/ln1728 1763 1555 1742 1791 1586 1742 1791 1552 1714 1791 1526 Q Serve(g_s), s 3.7 33.2 7.5 5.1 0.0 0.0 8.5 8.6 13.0 8.0 12.5 9.0 Cycle Q Clear(g_c), s 3.7 33.2 7.5 5.1 0.0 0.0 8.5 8.6 13.0 8.0 12.5 9.0 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 196 1245 549 675 1806 800 306 644 279 286 678 289 V/C Ratio(X) 0.56 0.85 0.33 0.31 0.67 0.29 0.82 0.45 0.65 0.81 0.60 0.45 Avail Cap(c_a), veh/h 202 1340 591 675 1806 800 319 1045 453 314 1045 445 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 0.83 0.83 0.83 0.89 0.89 0.89 0.83 0.83 0.83 Uniform Delay (d), s/veh 55.1 35.9 15.5 31.2 0.0 0.0 53.8 43.9 45.7 54.1 44.5 43.1 Incr Delay (d2), s/veh 1.5 5.8 1.2 0.1 1.0 0.3 12.8 0.7 3.8 10.3 1.2 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/ln1.6 14.6 3.7 2.0 0.2 0.1 4.2 3.8 5.2 3.8 5.6 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.6 41.6 16.7 31.3 1.0 0.3 66.6 44.7 49.6 64.3 45.7 44.6 LnGrp LOS E D B C A A E D D E D D
Approach Vol, veh/h 1347 1660 721 770
Approach Delay, s/veh 39.5 4.7 53.5 51.2
Approach LOS D A D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.7 27.3 28.9 48.1 14.6 28.4 10.8 66.2 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s11.0 * 35 9.0 * 46 11.0 35.0 7.0 47.6 Max Q Clear Time (g_c+I1), s10.0 15.0 7.1 35.2 10.5 14.5 5.7 2.0 Green Ext Time (p_c), s 0.0 3.8 0.1 7.1 0.0 4.7 0.0 21.9 Intersection Summary
HCM 7th Control Delay, s/veh 30.9
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2765 of 3079 ends

HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1409 29 101 1566 41 100
Future Volume (veh/h) 1409 29 101 1566 41 100
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 0.98 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 1900 1885 1900 1870 1900
Adj Flow Rate, veh/h 1499 31 107 1666 44 106
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 0 1 0 2 0
Cap, veh/h 2596 54 133 3021 147 133
Arrive On Green 1.00 1.00 0.07 0.84 0.08 0.08
Sat Flow, veh/h 3652 73 1795 3705 1781 1610
Grp Volume(v), veh/h 747 783 107 1666 44 106
Grp Sat Flow(s),veh/h/ln1777 1855 1795 1805 1781 1610
Q Serve(g_s), s 0.0 0.0 7.0 16.8 2.8 7.8
Cycle Q Clear(g_c), s 0.0 0.0 7.0 16.8 2.8 7.8
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1296 1353 133 3021 147 133
V/C Ratio(X) 0.58 0.58 0.80 0.55 0.30 0.80
Avail Cap(c_a), veh/h 1296 1353 389 3021 386 349
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.75 0.75 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 54.7 3.0 51.8 54.1
Incr Delay (d2), s/veh 1.4 1.4 4.3 0.7 0.4 4.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 0.5 3.3 3.2 1.3 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 1.4 1.4 59.0 3.7 52.2 58.2
LnGrp LOS A A E A D E
Approach Vol, veh/h 1530 1773 150
Approach Delay, s/veh 1.4 7.0 56.5
Approach LOS A A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 13.9 12.9 93.2 106.1
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 26.0 26.0 38.3 84.3
Max Q Clear Time (g_c+I1), s 9.8 9.0 2.0 18.8
Green Ext Time (p_c), s 0.2 0.1 22.4 36.5
Intersection Summary
HCM 7th Control Delay, s/veh 6.7
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 1273 124 759 1259 180 283 488 590 420 882 153 Future Volume (veh/h) 150 1273 124 759 1259 180 283 488 590 420 882 153 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1870 1870 1885 1885 1856 1900 1826 1885 1900 1885 1870 Adj Flow Rate, veh/h 156 1326 0 791 1311 0 295 508 0 438 919 0 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, % 5 2 2 1 1 3 0 5 1 0 1 2
Cap, veh/h 211 1686 890 1597 357 589 495 1077
Arrive On Green 0.06 0.33 0.00 0.18 0.45 0.00 0.10 0.17 0.00 0.14 0.21 0.00 Sat Flow, veh/h 3374 5106 1585 5063 3582 1572 3510 3469 1598 3510 5147 1585 Grp Volume(v), veh/h 156 1326 0 791 1311 0 295 508 0 438 919 0 Grp Sat Flow(s),veh/h/ln1687 1702 1585 1688 1791 1572 1755 1735 1598 1755 1716 1585 Q Serve(g_s), s 5.5 28.2 0.0 18.3 38.4 0.0 9.9 17.1 0.0 14.7 20.6 0.0 Cycle Q Clear(g_c), s 5.5 28.2 0.0 18.3 38.4 0.0 9.9 17.1 0.0 14.7 20.6 0.0 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 211 1686 890 1597 357 589 495 1077 V/C Ratio(X) 0.74 0.79 0.89 0.82 0.83 0.86 0.88 0.85
Avail Cap(c_a), veh/h 346 1686 1013 1597 527 636 527 1077 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.87 0.87 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 55.3 36.4 0.0 48.3 29.1 0.0 52.9 48.5 0.0 50.6 45.7 0.0 Incr Delay (d2), s/veh 1.9 3.8 0.0 8.3 4.9 0.0 3.8 10.4 0.0 15.7 7.0 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/ln2.3 11.8 0.0 8.2 16.5 0.0 4.5 8.1 0.0 7.4 9.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.2 40.2 0.0 56.6 34.0 0.0 56.7 58.9 0.0 66.3 52.7 0.0 LnGrp LOS E D E C E E E D
Approach Vol, veh/h 1482 2102 803 1357
Approach Delay, s/veh 41.9 42.5 58.1 57.1
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s20.9 26.4 27.1 45.6 16.2 31.1 13.2 59.5 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s18.0 22.0 24.0 * 34 18.0 22.0 12.3 46.0 Max Q Clear Time (g_c+I1), s16.7 19.1 20.3 30.2 11.9 22.6 7.5 40.4 Green Ext Time (p_c), s 0.2 1.1 0.8 3.3 0.3 0.0 0.1 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 48.0
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2767 of 3079 ends

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 20 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 1718 222 389 1627 95 190 377 287 163 685 312 Future Volume (veh/h) 248 1718 222 389 1627 95 190 377 287 163 685 312 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1885 1885 1885 1885 1885 1900 1841 1870 1885 Adj Flow Rate, veh/h 253 1753 88 397 1660 0 194 385 0 166 699 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 2 1 1 1 1 1 0 4 2 1
Cap, veh/h 313 1728 525 713 2393 254 772 223 681 305
Arrive On Green 0.09 0.34 0.34 0.20 0.46 0.00 0.07 0.22 0.00 0.07 0.19 0.19 Sat Flow, veh/h 3483 5147 1563 3483 5147 1598 3483 3582 1610 3401 3554 1593 Grp Volume(v), veh/h 253 1753 88 397 1660 0 194 385 0 166 699 77 Grp Sat Flow(s),veh/h/ln1742 1716 1563 1742 1716 1598 1742 1791 1610 1700 1777 1593 Q Serve(g_s), s 8.6 40.3 4.8 12.3 30.6 0.0 6.6 11.3 0.0 5.8 23.0 3.9 Cycle Q Clear(g_c), s 8.6 40.3 4.8 12.3 30.6 0.0 6.6 11.3 0.0 5.8 23.0 3.9 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 313 1728 525 713 2393 254 772 223 681 305 V/C Ratio(X) 0.81 1.01 0.17 0.56 0.69 0.77 0.50 0.74 1.03 0.25 Avail Cap(c_a), veh/h 464 1728 525 713 2393 464 772 453 681 305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 39.8 28.0 42.8 25.4 0.0 54.6 41.4 0.0 55.1 48.5 25.4 Incr Delay (d2), s/veh 3.8 25.2 0.7 0.6 1.7 0.0 1.8 1.2 0.0 1.8 41.3 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/ln3.8 20.1 1.8 5.2 12.0 0.0 2.9 5.0 0.0 2.5 13.8 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.4 65.1 28.7 43.4 27.0 0.0 56.4 42.6 0.0 56.9 89.8 27.4 LnGrp LOS E F C D C E D E F C
Approach Vol, veh/h 2094 2057 579 942
Approach Delay, s/veh 62.6 30.2 47.3 78.9
Approach LOS E C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.9 31.6 30.6 46.0 14.4 29.0 14.8 61.8 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s16.0 23.3 19.0 40.3 16.0 * 23 16.0 45.0 Max Q Clear Time (g_c+I1), s7.8 13.3 14.3 42.3 8.6 25.0 10.6 32.6 Green Ext Time (p_c), s 0.2 2.8 0.4 0.0 0.2 0.0 0.2 9.8 Intersection Summary
HCM 7th Control Delay, s/veh 52.0
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2769 of 3079 ends

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2770 of 3079 ends

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 2057 20 37 2096 80 38 7 44 57 3 20 Future Volume (veh/h) 13 2057 20 37 2096 80 38 7 44 57 3 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1856 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 13 2121 0 38 2161 0 39 7 0 59 3 0
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, % 0 1 0 3 0 0 0 0 0 0 0 0
Cap, veh/h 37 2239 514 3732 77 104 91 119
Arrive On Green 0.02 0.43 0.00 0.29 0.72 0.00 0.04 0.05 0.00 0.05 0.06 0.00 Sat Flow, veh/h 1810 5147 1610 1767 5187 1610 1810 1900 1610 1810 1900 1610 Grp Volume(v), veh/h 13 2121 0 38 2161 0 39 7 0 59 3 0
Grp Sat Flow(s),veh/h/ln1810 1716 1610 1767 1729 1610 1810 1900 1610 1810 1900 1610 Q Serve(g_s), s 0.9 47.5 0.0 1.9 24.0 0.0 2.5 0.4 0.0 3.8 0.2 0.0 Cycle Q Clear(g_c), s 0.9 47.5 0.0 1.9 24.0 0.0 2.5 0.4 0.0 3.8 0.2 0.0 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 37 2239 514 3732 77 104 91 119
V/C Ratio(X) 0.35 0.95 0.07 0.58 0.51 0.07 0.65 0.03
Avail Cap(c_a), veh/h 241 2243 514 3732 241 317 241 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 58.0 32.6 0.0 30.8 8.1 0.0 56.2 53.8 0.0 56.0 52.8 0.0 Incr Delay (d2), s/veh 2.1 10.1 0.0 0.0 0.7 0.0 1.9 0.2 0.0 2.9 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 20.5 0.0 0.8 7.4 0.0 1.2 0.2 0.0 1.8 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.1 42.7 0.0 30.9 8.8 0.0 58.2 54.0 0.0 58.9 52.9 0.0 LnGrp LOS E D C A E D E D
Approach Vol, veh/h 2134 2199 46 62
Approach Delay, s/veh 42.8 9.1 57.5 58.6
Approach LOS D A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.0 11.5 40.6 57.9 9.1 12.4 6.5 92.0 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s16.0 * 20 14.0 * 52 16.0 19.1 16.0 50.3 Max Q Clear Time (g_c+I1), s5.8 2.4 3.9 49.5 4.5 2.2 2.9 26.0 Green Ext Time (p_c), s 0.0 0.0 0.0 2.7 0.0 0.0 0.0 21.3 Intersection Summary
HCM 7th Control Delay, s/veh 26.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2772 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 274 537 23 912 502 765 46 1195 842 544 1304 175 Future Volume (veh/h) 274 537 23 912 502 765 46 1195 842 544 1304 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1885 1900 1900 1678 1870 1900 1900 1885 1870 Adj Flow Rate, veh/h 282 554 0 940 518 0 47 1232 0 561 1344 0 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, % 0 2 0 1 0 0 15 2 0 0 1 2
Cap, veh/h 475 691 941 671 368 1454 585 1683
Arrive On Green 0.14 0.14 0.00 0.19 0.19 0.00 0.12 0.28 0.00 0.06 0.11 0.00 Sat Flow, veh/h 3510 5106 1610 5063 3610 1610 3100 5106 1610 3510 5147 1585 Grp Volume(v), veh/h 282 554 0 940 518 0 47 1232 0 561 1344 0 Grp Sat Flow(s),veh/h/ln1755 1702 1610 1688 1805 1610 1550 1702 1610 1755 1716 1585 Q Serve(g_s), s 9.1 12.6 0.0 22.3 16.4 0.0 1.6 27.3 0.0 19.1 30.6 0.0 Cycle Q Clear(g_c), s 9.1 12.6 0.0 22.3 16.4 0.0 1.6 27.3 0.0 19.1 30.6 0.0 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 475 691 941 671 368 1454 585 1683 V/C Ratio(X) 0.59 0.80 1.00 0.77 0.13 0.85 0.96 0.80
Avail Cap(c_a), veh/h 506 736 941 671 413 1532 585 1771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 48.8 50.3 0.0 48.8 46.4 0.0 47.3 40.4 0.0 56.3 49.7 0.0 Incr Delay (d2), s/veh 2.4 6.7 0.0 29.1 6.1 0.0 0.1 4.7 0.0 21.6 2.9 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/ln4.0 5.7 0.0 11.6 7.7 0.0 0.6 11.6 0.0 10.7 14.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.2 57.0 0.0 77.9 52.6 0.0 47.4 45.2 0.0 77.9 52.5 0.0 LnGrp LOS D E E D D D E D
Approach Vol, veh/h 836 1458 1279 1905
Approach Delay, s/veh 55.1 68.9 45.2 60.0
Approach LOS E E D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 25.0 40.2 23.9 20.2 44.9
Change Period (Y+Rc), s 5.7 5.0 6.0 7.7 6.0 * 5.7
Max Green Setting (Gmax), s 22.3 20.0 36.0 17.3 16.0 * 41 Max Q Clear Time (g_c+I1), s 24.3 21.1 29.3 14.6 3.6 32.6 Green Ext Time (p_c), s 0.0 0.0 4.8 1.6 0.0 6.6
Intersection Summary
HCM 7th Control Delay, s/veh 58.2
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2774 of 3079 ends

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 408 10 359 100 14 118 381 1719 14 100 1522 201 Future Volume (veh/h) 408 10 359 100 14 118 381 1719 14 100 1522 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1900 1885 1885 1693 1870 1885 1885 1796 1870 1885 1870 Adj Flow Rate, veh/h 437 0 85 116 0 124 401 1809 15 105 1602 70 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, % 1 0 1 1 14 2 1 1 7 2 1 2
Cap, veh/h 557 0 162 349 0 153 468 2352 19 988 2664 809 Arrive On Green 0.10 0.00 0.10 0.10 0.00 0.10 0.13 0.35 0.35 0.57 1.00 1.00 Sat Flow, veh/h 5386 0 1570 3591 0 1580 3483 6683 55 3456 5147 1562 Grp Volume(v), veh/h 437 0 85 116 0 124 401 1317 507 105 1602 70 Grp Sat Flow(s),veh/h/ln1795 0 1570 1795 0 1580 1742 1621 1874 1728 1716 1562 Q Serve(g_s), s 9.5 0.0 6.2 3.6 0.0 9.2 13.5 28.9 28.9 1.7 0.0 0.0 Cycle Q Clear(g_c), s 9.5 0.0 6.2 3.6 0.0 9.2 13.5 28.9 28.9 1.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 557 0 162 349 0 153 468 1712 660 988 2664 809 V/C Ratio(X) 0.78 0.00 0.52 0.33 0.00 0.81 0.86 0.77 0.77 0.11 0.60 0.09 Avail Cap(c_a), veh/h 1032 0 301 598 0 263 755 1755 676 988 2664 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.69 0.69 0.69 0.88 0.88 0.88 Uniform Delay (d), s/veh 52.5 0.0 51.0 50.5 0.0 53.1 50.8 34.6 34.6 18.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.0 0.2 0.0 3.8 2.1 2.4 5.9 0.0 0.9 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 0.0 2.5 1.6 0.0 3.8 6.0 11.6 14.1 0.6 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.4 0.0 52.0 50.8 0.0 56.9 52.9 36.9 40.5 18.7 0.9 0.2 LnGrp LOS D D D E D D D B A A
Approach Vol, veh/h 522 240 2225 1777
Approach Delay, s/veh 53.2 53.9 40.6 1.9
Approach LOS D D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s40.0 47.9 16.4 20.1 67.8 15.7
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s3.7 30.9 11.5 15.5 2.0 11.2 Green Ext Time (p_c), s 0.1 11.4 0.9 0.6 24.1 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 28.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 27 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 6 290 0 0 0 0 1894 454 0 1717 306 Future Volume (veh/h) 152 6 290 0 0 0 0 1894 454 0 1717 306 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1885 0 1885 1870 0 1885 1885 Adj Flow Rate, veh/h 107 0 360 0 1973 473 0 1789 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 1 0 1 2 0 1 1
Cap, veh/h 239 0 429 0 3220 742 0 3984
Arrive On Green 0.13 0.00 0.13 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3195 0 4330 958 0 5316 1598
Grp Volume(v), veh/h 107 0 360 0 1613 833 0 1789 0
Grp Sat Flow(s),veh/h/ln1781 0 1598 0 1716 1687 0 1716 1598 Q Serve(g_s), s 6.6 0.0 13.2 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.6 0.0 13.2 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.57 0.00 1.00
Lane Grp Cap(c), veh/h 239 0 429 0 2656 1306 0 3984
V/C Ratio(X) 0.45 0.00 0.84 0.00 0.61 0.64 0.00 0.45
Avail Cap(c_a), veh/h 515 0 924 0 2656 1306 0 3984
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.79 0.79 0.00 0.88 0.00 Uniform Delay (d), s/veh 47.8 0.0 50.7 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.7 0.0 0.8 1.9 0.0 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 %ile BackOfQ(50%),veh/ln3.0 0.0 5.4 0.0 0.3 0.7 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.3 0.0 52.4 0.0 0.8 1.9 0.0 0.3 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 467 2446 1789
Approach Delay, s/veh 51.5 1.2 0.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 98.6 21.4 98.6
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 74.3 34.7 74.3
Max Q Clear Time (g_c+I1), s 2.0 15.2 2.0
Green Ext Time (p_c), s 60.4 0.9 32.3
Intersection Summary
HCM 7th Control Delay, s/veh 5.9
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

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HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 28 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 381 342 1601 446 188 1626
Future Volume (veh/h) 381 342 1601 446 188 1626
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 393 353 1651 0 194 1676
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 1 1 1 1 1
Cap, veh/h 743 416 3017 223 3828
Arrive On Green 0.15 0.15 1.00 0.00 0.12 0.74
Sat Flow, veh/h 5023 2812 5316 1598 1795 5316
Grp Volume(v), veh/h 393 353 1651 0 194 1676
Grp Sat Flow(s),veh/h/ln1674 1406 1716 1598 1795 1716
Q Serve(g_s), s 8.7 14.7 0.0 0.0 12.7 14.8
Cycle Q Clear(g_c), s 8.7 14.7 0.0 0.0 12.7 14.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 743 416 3017 223 3828
V/C Ratio(X) 0.53 0.85 0.55 0.87 0.44
Avail Cap(c_a), veh/h 950 532 3017 389 3828
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.73 0.00 1.00 1.00
Uniform Delay (d), s/veh 47.3 49.8 0.0 0.0 51.6 5.8
Incr Delay (d2), s/veh 0.2 8.3 0.5 0.0 4.1 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.6 5.6 0.1 0.0 5.8 4.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.5 58.1 0.5 0.0 55.7 6.2
LnGrp LOS D E A E A
Approach Vol, veh/h 746 1651 1870
Approach Delay, s/veh 52.5 0.5 11.3
Approach LOS D A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s18.9 76.1 95.0 25.0
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s26.0 54.3 84.3 22.7
Max Q Clear Time (g_c+I1), s14.7 2.0 16.8 16.7
Green Ext Time (p_c), s 0.2 26.7 32.3 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 14.4
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 29 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 720 49 292 458 33 58 103 349 23 56 29 Future Volume (veh/h) 38 720 49 292 458 33 58 103 349 23 56 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1870 1900 1856 1826 1856 1870 1900 1885 1900 1826 1856 Adj Flow Rate, veh/h 41 774 53 314 492 35 62 111 119 25 60 31 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, % 3 2 0 3 5 3 2 0 1 0 5 3
Cap, veh/h 171 1299 589 353 1788 810 109 521 230 127 218 188 Arrive On Green 0.05 0.37 0.37 0.20 0.52 0.52 0.06 0.14 0.14 0.04 0.12 0.12 Sat Flow, veh/h 3428 3554 1610 1767 3469 1572 1781 3610 1598 3510 1826 1572 Grp Volume(v), veh/h 41 774 53 314 492 35 62 111 119 25 60 31 Grp Sat Flow(s),veh/h/ln1714 1777 1610 1767 1735 1572 1781 1805 1598 1755 1826 1572 Q Serve(g_s), s 1.0 16.0 2.0 15.6 7.2 1.0 3.1 2.5 6.2 0.6 2.7 1.6 Cycle Q Clear(g_c), s 1.0 16.0 2.0 15.6 7.2 1.0 3.1 2.5 6.2 0.6 2.7 1.6 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 171 1299 589 353 1788 810 109 521 230 127 218 188 V/C Ratio(X) 0.24 0.60 0.09 0.89 0.28 0.04 0.57 0.21 0.52 0.20 0.28 0.17 Avail Cap(c_a), veh/h 1517 2949 1336 1114 2879 1305 394 1278 566 777 707 609 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 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 41.3 23.3 18.8 35.2 12.4 10.9 41.3 34.1 35.8 42.3 36.3 35.8 Incr Delay (d2), s/veh 0.3 1.2 0.2 3.1 0.2 0.1 1.7 0.8 6.7 0.3 1.1 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/ln0.4 6.3 0.7 6.6 2.5 0.3 1.3 1.1 2.7 0.3 1.3 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 24.5 19.0 38.3 12.6 10.9 43.0 34.9 42.5 42.6 37.3 36.4 LnGrp LOS D C B D B B D C D D D D
Approach Vol, veh/h 868 841 292 116
Approach Delay, s/veh 24.9 22.1 39.7 38.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 19.3 23.0 39.7 10.5 17.1 9.5 53.3 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s20.0 32.0 57.0 75.0 20.0 35.0 40.0 75.0 Max Q Clear Time (g_c+I1), s2.6 8.2 17.6 18.0 5.1 4.7 3.0 9.2 Green Ext Time (p_c), s 0.0 2.6 0.4 15.1 0.0 0.6 0.1 8.5 Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
25: Baseline Rd & Westbrook Blvd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

Page 30 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 224 886 640 121 113 135
Future Volume (veh/h) 224 886 640 121 113 135
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1900 1870 1826 1870 1900 1856
Adj Flow Rate, veh/h 233 923 667 126 118 141
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 0 2 5 2 0 3
Cap, veh/h 290 2262 1336 610 228 198
Arrive On Green 0.16 0.64 0.39 0.39 0.13 0.13
Sat Flow, veh/h 1810 3647 3561 1585 1810 1572
Grp Volume(v), veh/h 233 923 667 126 118 141
Grp Sat Flow(s),veh/h/ln1810 1777 1735 1585 1810 1572
Q Serve(g_s), s 6.8 7.0 8.0 2.9 3.3 4.7
Cycle Q Clear(g_c), s 6.8 7.0 8.0 2.9 3.3 4.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 290 2262 1336 610 228 198
V/C Ratio(X) 0.80 0.41 0.50 0.21 0.52 0.71
Avail Cap(c_a), veh/h 661 3568 3483 1591 661 574
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 22.2 4.9 12.8 11.3 22.4 23.0
Incr Delay (d2), s/veh 2.0 0.3 0.6 0.4 0.7 1.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.6 1.3 2.5 0.9 1.4 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.2 5.1 13.4 11.6 23.0 24.7
LnGrp LOS C A B B C C
Approach Vol, veh/h 1156 793 259
Approach Delay, s/veh 9.0 13.1 24.0
Approach LOS A B C
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 42.9 11.9 13.8 29.1
Change Period (Y+Rc), s 8.0 5.0 5.0 8.0
Max Green Setting (Gmax), s 55.0 20.0 20.0 55.0
Max Q Clear Time (g_c+I1), s 9.0 6.7 8.8 10.0
Green Ext Time (p_c), s 15.0 0.3 0.2 11.1
Intersection Summary
HCM 7th Control Delay, s/veh 12.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 868 21 6 676 92 27 24 8 71 29 65 Future Volume (veh/h) 86 868 21 6 676 92 27 24 8 71 29 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1752 1900 1796 1900 1515 1781 1722 1900 1900 1722 Adj Flow Rate, veh/h 91 923 22 6 719 98 29 26 9 76 31 69 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, % 2 3 10 0 7 0 26 8 12 0 0 12
Cap, veh/h 168 1724 726 20 1385 653 65 160 131 156 248 191 Arrive On Green 0.09 0.49 0.49 0.01 0.41 0.41 0.05 0.09 0.09 0.09 0.13 0.13 Sat Flow, veh/h 1781 3526 1485 1810 3413 1610 1443 1781 1459 1810 1900 1459 Grp Volume(v), veh/h 91 923 22 6 719 98 29 26 9 76 31 69 Grp Sat Flow(s),veh/h/ln1781 1763 1485 1810 1706 1610 1443 1781 1459 1810 1900 1459 Q Serve(g_s), s 2.8 10.2 0.4 0.2 9.0 2.2 1.1 0.8 0.3 2.3 0.8 2.4 Cycle Q Clear(g_c), s 2.8 10.2 0.4 0.2 9.0 2.2 1.1 0.8 0.3 2.3 0.8 2.4 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 168 1724 726 20 1385 653 65 160 131 156 248 191 V/C Ratio(X) 0.54 0.54 0.03 0.30 0.52 0.15 0.44 0.16 0.07 0.49 0.12 0.36 Avail Cap(c_a), veh/h 631 4680 1971 641 4531 2138 511 631 517 641 673 517 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 24.4 10.0 7.5 27.7 12.6 10.6 26.3 23.8 23.5 24.6 21.7 22.4 Incr Delay (d2), s/veh 1.0 0.5 0.0 3.0 0.6 0.2 1.8 1.0 0.5 0.9 0.3 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 2.9 0.1 0.1 2.7 0.6 0.4 0.3 0.1 0.9 0.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.4 10.5 7.5 30.7 13.2 10.8 28.0 24.8 24.0 25.5 22.0 23.8 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 1036 823 64 176
Approach Delay, s/veh 11.8 13.1 26.1 24.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 9.7 4.6 33.3 6.6 12.0 9.3 28.6 Change Period (Y+Rc), s 4.0 * 4.6 4.0 5.7 4.0 4.6 4.0 5.7 Max Green Setting (Gmax), s20.0 * 20 20.0 75.0 20.0 20.0 20.0 75.0 Max Q Clear Time (g_c+I1), s4.3 2.8 2.2 12.2 3.1 4.4 4.8 11.0 Green Ext Time (p_c), s 0.1 0.1 0.0 15.4 0.0 0.3 0.1 11.7 Intersection Summary
HCM 7th Control Delay, s/veh 13.8
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 438 52 328 411 360 51 1006 252 300 1063 319 Future Volume (veh/h) 370 438 52 328 411 360 51 1006 252 300 1063 319 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1856 1811 1885 1841 1885 1900 1885 1900 1885 1870 1826 Adj Flow Rate, veh/h 389 461 55 345 433 171 54 1059 47 316 1119 74 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, % 4 3 6 1 4 1 0 1 0 1 2 5
Cap, veh/h 470 641 76 427 652 294 85 978 440 352 1500 859 Arrive On Green 0.14 0.20 0.20 0.12 0.19 0.19 0.05 0.27 0.27 0.20 0.42 0.42 Sat Flow, veh/h 3401 3174 377 3483 3497 1577 1810 3582 1610 1795 3554 1528 Grp Volume(v), veh/h 389 255 261 345 433 171 54 1059 47 316 1119 74 Grp Sat Flow(s),veh/h/ln1700 1763 1788 1742 1749 1577 1810 1791 1610 1795 1777 1528 Q Serve(g_s), s 11.0 13.4 13.5 9.5 11.4 9.8 2.9 27.0 2.2 17.0 26.3 2.2 Cycle Q Clear(g_c), s 11.0 13.4 13.5 9.5 11.4 9.8 2.9 27.0 2.2 17.0 26.3 2.2 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 470 356 361 427 652 294 85 978 440 352 1500 859 V/C Ratio(X) 0.83 0.72 0.72 0.81 0.66 0.58 0.64 1.08 0.11 0.90 0.75 0.09 Avail Cap(c_a), veh/h 1135 517 524 1198 1061 478 476 978 440 708 1500 859 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 41.5 36.8 36.9 42.2 37.3 36.7 46.3 35.9 26.9 38.8 24.1 10.0 Incr Delay (d2), s/veh 1.4 5.0 5.0 1.4 2.3 3.5 2.9 53.8 0.2 3.4 2.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 6.0 6.1 4.0 4.8 3.9 1.3 18.3 0.8 7.4 10.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.9 41.8 41.9 43.6 39.6 40.2 49.2 89.7 27.1 42.2 26.4 10.1 LnGrp LOS D D D D D D D F C D C B
Approach Vol, veh/h 905 949 1160 1509
Approach Delay, s/veh 42.3 41.2 85.3 28.9
Approach LOS D D F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.4 33.4 16.1 26.0 8.6 48.1 17.7 24.4 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s39.0 27.0 34.0 29.0 26.0 40.0 33.0 30.0 Max Q Clear Time (g_c+I1), s19.0 29.0 11.5 15.5 4.9 28.3 13.0 13.4 Green Ext Time (p_c), s 0.4 0.0 0.6 3.9 0.0 7.6 0.7 5.1 Intersection Summary
HCM 7th Control Delay, s/veh 48.6
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 734 27 36 871 217 42 132 25 157 103 75 Future Volume (veh/h) 81 734 27 36 871 217 42 132 25 157 103 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1900 1856 1885 1900 1870 1900 1900 1885 1870 1856 Adj Flow Rate, veh/h 85 773 28 38 917 0 44 139 26 165 108 79 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, % 2 2 0 3 1 0 2 0 0 1 2 3
Cap, veh/h 108 880 32 65 1672 54 170 250 189 124 362
Arrive On Green 0.06 0.49 0.49 0.04 0.47 0.00 0.12 0.12 0.12 0.17 0.17 0.17 Sat Flow, veh/h 1781 1794 65 1767 3582 1610 451 1426 1598 1097 718 1544 Grp Volume(v), veh/h 85 0 801 38 917 0 183 0 26 273 0 79 Grp Sat Flow(s),veh/h/ln1781 0 1859 1767 1791 1610 1877 0 1598 1815 0 1544 Q Serve(g_s), s 5.4 0.0 43.9 2.4 20.9 0.0 10.8 0.0 1.6 16.7 0.0 4.7 Cycle Q Clear(g_c), s 5.4 0.0 43.9 2.4 20.9 0.0 10.8 0.0 1.6 16.7 0.0 4.7 Prop In Lane 1.00 0.03 1.00 1.00 0.24 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 108 0 912 65 1672 224 0 250 313 0 362 V/C Ratio(X) 0.78 0.00 0.88 0.58 0.55 0.82 0.00 0.10 0.87 0.00 0.22 Avail Cap(c_a), veh/h 360 0 1126 357 1856 353 0 360 510 0 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.7 0.0 26.0 54.0 21.8 0.0 48.9 0.0 41.2 45.9 0.0 35.3 Incr Delay (d2), s/veh 4.6 0.0 8.2 3.1 0.5 0.0 3.9 0.0 0.1 5.2 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 19.8 1.1 8.3 0.0 5.2 0.0 0.6 7.9 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.4 0.0 34.2 57.0 22.3 0.0 52.9 0.0 41.3 51.2 0.0 35.4 LnGrp LOS E C E C D D D D
Approach Vol, veh/h 886 955 209 352
Approach Delay, s/veh 36.4 23.7 51.4 47.6
Approach LOS D C D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.2 8.2 61.9 25.6 10.9 59.2
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 21.4 23.0 69.0 32.0 23.0 59.0 Max Q Clear Time (g_c+I1), s 12.8 4.4 45.9 18.7 7.4 22.9 Green Ext Time (p_c), s 0.4 0.0 10.0 0.9 0.1 12.9
Intersection Summary
HCM 7th Control Delay, s/veh 34.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 232 466 130 339 115 611 1114 72 135 1338 172 Future Volume (veh/h) 161 232 466 130 339 115 611 1114 72 135 1338 172 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1885 1885 1870 1870 1885 1885 1870 1885 Adj Flow Rate, veh/h 168 242 89 135 353 21 636 1160 29 141 1394 0 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, % 2 2 2 2 1 1 2 2 1 1 2 1
Cap, veh/h 195 483 210 162 419 181 708 2803 862 201 2052 Arrive On Green 0.11 0.14 0.14 0.09 0.12 0.12 0.20 0.55 0.55 0.06 0.40 0.00 Sat Flow, veh/h 1781 3554 1546 1781 3582 1546 3456 5106 1571 3483 5106 1598 Grp Volume(v), veh/h 168 242 89 135 353 21 636 1160 29 141 1394 0 Grp Sat Flow(s),veh/h/ln1781 1777 1546 1781 1791 1546 1728 1702 1571 1742 1702 1598 Q Serve(g_s), s 11.1 7.6 6.3 8.9 11.6 1.5 21.5 15.9 1.0 4.8 27.0 0.0 Cycle Q Clear(g_c), s 11.1 7.6 6.3 8.9 11.6 1.5 21.5 15.9 1.0 4.8 27.0 0.0 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 195 483 210 162 419 181 708 2803 862 201 2052 V/C Ratio(X) 0.86 0.50 0.42 0.83 0.84 0.12 0.90 0.41 0.03 0.70 0.68 Avail Cap(c_a), veh/h 267 483 210 238 439 189 806 2803 862 522 2052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.50 0.00 Uniform Delay (d), s/veh 52.5 48.1 47.5 53.7 51.9 47.4 46.5 15.8 12.4 55.5 29.5 0.0 Incr Delay (d2), s/veh 14.5 1.4 2.3 10.2 15.0 0.6 11.9 0.5 0.1 0.8 0.9 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/ln5.6 3.4 0.1 4.4 6.0 0.6 10.1 5.9 0.4 2.1 10.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.1 49.5 49.9 63.9 66.9 48.0 58.4 16.3 12.5 56.3 30.5 0.0 LnGrp LOS E D D E E D E B B E C
Approach Vol, veh/h 499 509 1825 1535
Approach Delay, s/veh 55.5 65.3 30.9 32.8
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 71.9 14.9 22.3 28.6 54.2 17.2 20.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s18.0 50.0 16.0 16.0 28.0 40.0 18.0 * 15 Max Q Clear Time (g_c+I1), s6.8 17.9 10.9 9.6 23.5 29.0 13.1 13.6 Green Ext Time (p_c), s 0.2 10.7 0.1 1.3 1.1 7.9 0.1 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 38.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
30: Westbrook Blvd & Brookstone Dr (North) 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 123 33 33 407 400 138
Future Volume (veh/h) 123 33 33 407 400 138
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
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 1900 1900 1900 1900 1870 1885
Adj Flow Rate, veh/h 154 41 41 509 500 172
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 0 0 0 0 2 1
Cap, veh/h 256 228 89 1903 1111 483
Arrive On Green 0.14 0.14 0.05 0.53 0.31 0.31
Sat Flow, veh/h 1810 1610 1810 3705 3647 1544
Grp Volume(v), veh/h 154 41 41 509 500 172
Grp Sat Flow(s),veh/h/ln1810 1610 1810 1805 1777 1544
Q Serve(g_s), s 2.2 0.6 0.6 2.1 3.1 2.3
Cycle Q Clear(g_c), s 2.2 0.6 0.6 2.1 3.1 2.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 256 228 89 1903 1111 483
V/C Ratio(X) 0.60 0.18 0.46 0.27 0.45 0.36
Avail Cap(c_a), veh/h 1198 1066 359 3718 2366 1028
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 10.9 10.3 12.6 3.5 7.5 7.2
Incr Delay (d2), s/veh 2.3 0.4 3.7 0.1 0.3 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.6 0.3 0.1 0.6 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.2 10.6 16.3 3.6 7.8 7.7
LnGrp LOS B B B A A A
Approach Vol, veh/h 195 550 672
Approach Delay, s/veh 12.7 4.6 7.7
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 18.8 8.4 5.8 13.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.4 18.1
Max Q Clear Time (g_c+I1), s 4.1 4.2 2.6 5.1
Green Ext Time (p_c), s 3.2 0.4 0.0 3.1
Intersection Summary
HCM 7th Control Delay, s/veh 7.2
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 36 76 146 404 417 19
Future Volume (veh/h) 36 76 146 404 417 19
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99
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 1900 1900 1900 1900 1870 1900
Adj Flow Rate, veh/h 44 93 178 493 509 23
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Percent Heavy Veh, % 0 0 0 0 2 0
Cap, veh/h 207 184 236 2091 1051 470
Arrive On Green 0.11 0.11 0.13 0.58 0.30 0.30
Sat Flow, veh/h 1810 1610 1810 3705 3647 1588
Grp Volume(v), veh/h 44 93 178 493 509 23
Grp Sat Flow(s),veh/h/ln1810 1610 1810 1805 1777 1588
Q Serve(g_s), s 0.6 1.6 2.8 2.0 3.5 0.3
Cycle Q Clear(g_c), s 0.6 1.6 2.8 2.0 3.5 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 207 184 236 2091 1051 470
V/C Ratio(X) 0.21 0.50 0.75 0.24 0.48 0.05
Avail Cap(c_a), veh/h 1108 986 647 4054 2177 973
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 11.8 12.2 12.3 3.0 8.5 7.4
Incr Delay (d2), s/veh 0.5 2.1 4.9 0.1 0.3 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.2 1.5 1.1 0.0 0.8 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.3 14.4 17.2 3.1 8.9 7.4
LnGrp LOS B B B A A A
Approach Vol, veh/h 137 671 532
Approach Delay, s/veh 13.7 6.8 8.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 21.5 7.9 8.3 13.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 10.5 18.0
Max Q Clear Time (g_c+I1), s 4.0 3.6 4.8 5.5
Green Ext Time (p_c), s 3.2 0.3 0.2 2.6
Intersection Summary
HCM 7th Control Delay, s/veh 8.3
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 40 45 62 66 50 47 326 73 70 478 9 Future Volume (veh/h) 4 40 45 62 66 50 47 326 73 70 478 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1870 1900 1870 1900 1856 1870 1900 Adj Flow Rate, veh/h 4 43 48 66 70 53 50 347 78 74 509 10 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, % 0 0 0 0 0 2 0 2 0 3 2 0
Cap, veh/h 240 252 213 304 320 267 145 761 344 182 843 381 Arrive On Green 0.13 0.13 0.13 0.17 0.17 0.17 0.08 0.21 0.21 0.10 0.24 0.24 Sat Flow, veh/h 1810 1900 1610 1810 1900 1585 1810 3554 1606 1767 3554 1607 Grp Volume(v), veh/h 4 43 48 66 70 53 50 347 78 74 509 10 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1810 1900 1585 1810 1777 1606 1767 1777 1607 Q Serve(g_s), s 0.1 1.0 1.3 1.6 1.6 1.4 1.3 4.2 2.0 1.9 6.3 0.2 Cycle Q Clear(g_c), s 0.1 1.0 1.3 1.6 1.6 1.4 1.3 4.2 2.0 1.9 6.3 0.2 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 240 252 213 304 320 267 145 761 344 182 843 381 V/C Ratio(X) 0.02 0.17 0.22 0.22 0.22 0.20 0.34 0.46 0.23 0.41 0.60 0.03 Avail Cap(c_a), veh/h 731 768 650 731 768 640 731 2871 1298 714 2871 1298 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 18.7 19.1 19.2 17.8 17.8 17.7 21.5 16.9 16.1 20.8 16.8 14.5 Incr Delay (d2), s/veh 0.0 0.3 0.5 0.4 0.3 0.4 1.4 0.4 0.3 1.4 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/ln0.0 0.4 0.5 0.6 0.6 0.5 0.5 1.4 0.6 0.7 2.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.7 19.4 19.7 18.1 18.1 18.1 22.9 17.4 16.4 22.2 17.5 14.5 LnGrp LOS B B B B B B C B B C B B
Approach Vol, veh/h 95 189 475 593
Approach Delay, s/veh 19.5 18.1 17.8 18.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.1 16.6 10.6 8.0 17.7 13.2
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s3.9 6.2 3.3 3.3 8.3 3.6
Green Ext Time (p_c), s 0.1 2.4 0.3 0.1 3.3 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
33: Fiddyment Rd & N Hayden Pkwy 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 6 133 22 5 6 182 424 36 7 505 47 Future Volume (veh/h) 30 6 133 22 5 6 182 424 36 7 505 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1670 1710 1710 1710 1710 1710 1710 1683 1710 1710 1697 1683 Adj Flow Rate, veh/h 32 6 143 24 5 6 196 456 39 8 543 51 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, % 3 0 0 0 0 0 0 2 0 0 1 2
Cap, veh/h 80 241 203 64 223 188 244 1357 614 24 932 402 Arrive On Green 0.05 0.14 0.14 0.04 0.13 0.13 0.15 0.42 0.42 0.01 0.29 0.29 Sat Flow, veh/h 1590 1710 1443 1629 1710 1443 1629 3198 1447 1629 3224 1392 Grp Volume(v), veh/h 32 6 143 24 5 6 196 456 39 8 543 51 Grp Sat Flow(s),veh/h/ln1590 1710 1443 1629 1710 1443 1629 1599 1447 1629 1612 1392 Q Serve(g_s), s 1.0 0.2 4.8 0.7 0.1 0.2 5.9 4.9 0.8 0.2 7.3 1.4 Cycle Q Clear(g_c), s 1.0 0.2 4.8 0.7 0.1 0.2 5.9 4.9 0.8 0.2 7.3 1.4 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 80 241 203 64 223 188 244 1357 614 24 932 402 V/C Ratio(X) 0.40 0.02 0.70 0.37 0.02 0.03 0.80 0.34 0.06 0.33 0.58 0.13 Avail Cap(c_a), veh/h 627 1349 1138 803 1349 1138 803 1450 656 642 1271 549 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 23.4 18.8 20.8 23.7 19.2 19.3 20.8 9.8 8.6 24.7 15.4 13.3 Incr Delay (d2), s/veh 1.2 0.1 8.0 1.3 0.1 0.1 2.3 0.5 0.1 3.0 2.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.1 1.8 0.3 0.1 0.1 2.0 1.3 0.2 0.1 2.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.6 18.9 28.7 25.1 19.3 19.4 23.2 10.3 8.8 27.7 18.0 13.9 LnGrp LOS C B C C B B C B A C B B
Approach Vol, veh/h 181 35 691 602
Approach Delay, s/veh 27.7 23.3 13.9 17.8
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s6.5 12.6 4.7 26.8 6.0 13.2 11.6 20.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.3 4.0 6.0 4.0 * 5.3 Max Green Setting (Gmax), s20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s3.0 2.2 2.2 6.9 2.7 6.8 7.9 9.3 Green Ext Time (p_c), s 0.0 0.0 0.0 5.5 0.0 1.0 0.2 5.3 Intersection Summary
HCM 7th Control Delay, s/veh 17.3
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 0 115 47 1 2 170 855 54 10 827 30 Future Volume (veh/h) 20 0 115 47 1 2 170 855 54 10 827 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 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 1900 1900 1870 1900 1900 1900 1885 1885 1900 1900 1885 1900 Adj Flow Rate, veh/h 21 0 120 49 1 2 177 891 56 10 861 31 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, % 0 0 2 0 0 0 1 1 0 0 1 0
Cap, veh/h 208 0 182 138 3 125 223 1769 774 32 1388 619 Arrive On Green 0.11 0.00 0.11 0.08 0.08 0.08 0.12 0.49 0.49 0.02 0.39 0.39 Sat Flow, veh/h 1810 0 1581 1775 36 1606 1795 3582 1567 1810 3582 1598 Grp Volume(v), veh/h 21 0 120 50 0 2 177 891 56 10 861 31 Grp Sat Flow(s),veh/h/ln1810 0 1581 1811 0 1606 1795 1791 1567 1810 1791 1598 Q Serve(g_s), s 0.7 0.0 4.6 1.7 0.0 0.1 6.1 10.7 1.2 0.3 12.4 0.8 Cycle Q Clear(g_c), s 0.7 0.0 4.6 1.7 0.0 0.1 6.1 10.7 1.2 0.3 12.4 0.8 Prop In Lane 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 208 0 182 141 0 125 223 1769 774 32 1388 619 V/C Ratio(X) 0.10 0.00 0.66 0.36 0.00 0.02 0.79 0.50 0.07 0.31 0.62 0.05 Avail Cap(c_a), veh/h 566 0 495 567 0 503 562 2523 1104 566 2242 1000 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 25.3 0.0 27.1 28.0 0.0 27.2 27.2 10.9 8.5 31.0 15.8 12.2 Incr Delay (d2), s/veh 0.1 0.0 1.5 0.6 0.0 0.0 2.4 0.4 0.1 2.0 0.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 1.8 0.7 0.0 0.0 2.5 3.3 0.3 0.2 4.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.4 0.0 28.6 28.5 0.0 27.2 29.6 11.3 8.6 33.0 16.6 12.3 LnGrp LOS C C C C C B A C B B
Approach Vol, veh/h 141 52 1124 902
Approach Delay, s/veh 28.1 28.5 14.1 16.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.1 37.6 12.2 11.9 30.8 9.0
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s20.0 45.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s2.3 12.7 6.6 8.1 14.4 3.7
Green Ext Time (p_c), s 0.0 12.1 0.2 0.2 10.3 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 16.3
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 128 139 151 927 1019 153
Future Volume (veh/h) 128 139 151 927 1019 153
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
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 1885 1870 1900 1885 1841 1900
Adj Flow Rate, veh/h 138 149 162 997 1096 165
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 1 2 0 1 4 0
Cap, veh/h 239 211 213 2450 1724 777
Arrive On Green 0.13 0.13 0.12 0.68 0.49 0.49
Sat Flow, veh/h 1795 1585 1810 3676 3589 1575
Grp Volume(v), veh/h 138 149 162 997 1096 165
Grp Sat Flow(s),veh/h/ln1795 1585 1810 1791 1749 1575
Q Serve(g_s), s 3.9 4.9 4.7 6.7 12.6 3.2
Cycle Q Clear(g_c), s 3.9 4.9 4.7 6.7 12.6 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 239 211 213 2450 1724 777
V/C Ratio(X) 0.58 0.71 0.76 0.41 0.64 0.21
Avail Cap(c_a), veh/h 1380 1219 596 2450 2177 980
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 22.2 22.7 23.4 3.8 10.2 7.8
Incr Delay (d2), s/veh 0.8 1.6 5.5 0.2 0.8 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.6 0.1 2.1 0.9 3.5 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.1 24.3 28.9 4.0 11.0 8.1
LnGrp LOS C C C A B A
Approach Vol, veh/h 287 1159 1261
Approach Delay, s/veh 23.7 7.5 10.6
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 43.4 11.3 10.4 32.9
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 24.0 42.0 18.0 34.0
Max Q Clear Time (g_c+I1), s 8.7 6.9 6.7 14.6
Green Ext Time (p_c), s 8.8 0.4 0.3 12.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.7
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/03/2025 2028 No Project PM 12:10 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 29 79 39 26 20 79 941 53 17 979 188 Future Volume (veh/h) 138 29 79 39 26 20 79 941 53 17 979 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1900 1900 1900 1900 1900 1900 1885 1885 1900 1900 1870 1900 Adj Flow Rate, veh/h 147 31 84 41 28 21 84 1001 56 18 1041 200 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, % 0 0 0 0 0 0 1 1 0 0 2 0
Cap, veh/h 207 217 184 102 69 149 162 1618 709 61 1404 620 Arrive On Green 0.11 0.11 0.11 0.09 0.09 0.09 0.09 0.45 0.45 0.03 0.40 0.40 Sat Flow, veh/h 1810 1900 1610 1096 749 1610 1795 3582 1570 1810 3554 1570 Grp Volume(v), veh/h 147 31 84 69 0 21 84 1001 56 18 1041 200 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1845 0 1610 1795 1791 1570 1810 1777 1570 Q Serve(g_s), s 5.7 1.1 3.5 2.5 0.0 0.9 3.2 15.3 1.5 0.7 18.1 6.4 Cycle Q Clear(g_c), s 5.7 1.1 3.5 2.5 0.0 0.9 3.2 15.3 1.5 0.7 18.1 6.4 Prop In Lane 1.00 1.00 0.59 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 207 217 184 171 0 149 162 1618 709 61 1404 620 V/C Ratio(X) 0.71 0.14 0.46 0.40 0.00 0.14 0.52 0.62 0.08 0.30 0.74 0.32 Avail Cap(c_a), veh/h 502 527 446 511 0 446 498 2134 936 502 2118 936 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 30.8 28.8 29.9 30.9 0.0 30.1 31.3 15.0 11.2 34.0 18.7 15.1 Incr Delay (d2), s/veh 4.5 0.3 1.8 1.5 0.0 0.4 2.6 0.4 0.0 2.7 0.8 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/ln2.6 0.5 1.4 1.2 0.0 0.3 1.4 5.2 0.4 0.3 6.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.3 29.1 31.6 32.4 0.0 30.5 33.9 15.4 11.3 36.7 19.5 15.4 LnGrp LOS D C C C C C B B D B B
Approach Vol, veh/h 262 90 1141 1259
Approach Delay, s/veh 33.4 32.0 16.6 19.1
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.4 38.6 14.2 10.5 34.5 13.0
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s2.7 17.3 7.7 5.2 20.1 4.5
Green Ext Time (p_c), s 0.0 7.4 0.6 0.1 8.0 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 19.8
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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Appendix G
Opening Year With Project Conditions
Synchro Reports

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HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 364 237 247 506 70 289 137 385 119 142 11 Future Volume (veh/h) 0 364 237 247 506 70 289 137 385 119 142 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1648 1826 1885 1441 1752 1767 1722 1870 1856 1826 1767 Adj Flow Rate, veh/h 0 444 289 301 617 85 352 167 470 145 173 13 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 0 17 5 1 31 10 9 12 2 3 5 9
Cap, veh/h 3 712 350 407 1604 604 390 971 470 183 585 252 Arrive On Green 0.00 0.23 0.23 0.12 0.41 0.41 0.23 0.30 0.30 0.10 0.17 0.17 Sat Flow, veh/h 1810 3131 1539 3483 3933 1480 1682 3272 1585 1767 3469 1497 Grp Volume(v), veh/h 0 444 289 301 617 85 352 167 470 145 173 13 Grp Sat Flow(s),veh/h/ln 1810 1566 1539 1742 1311 1480 1682 1636 1585 1767 1735 1497 Q Serve(g_s), s 0.0 9.0 12.6 5.9 7.8 2.5 14.3 2.7 20.9 5.6 3.1 0.5 Cycle Q Clear(g_c), s 0.0 9.0 12.6 5.9 7.8 2.5 14.3 2.7 20.9 5.6 3.1 0.5 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 3 712 350 407 1604 604 390 971 470 183 585 252 V/C Ratio(X) 0.00 0.62 0.83 0.74 0.38 0.14 0.90 0.17 1.00 0.79 0.30 0.05 Avail Cap(c_a), veh/h 208 800 393 574 1604 604 394 971 470 289 783 338 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) 0.00 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 0.0 24.5 25.9 30.1 14.6 13.1 26.3 18.4 24.8 30.8 25.6 24.6 Incr Delay (d2), s/veh 0.0 1.3 12.3 3.1 0.2 0.1 23.3 0.1 41.3 7.6 0.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.1 5.3 2.4 2.0 0.7 7.7 0.9 12.2 2.6 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 25.8 38.2 33.2 14.8 13.2 49.6 18.4 66.1 38.4 25.9 24.6 LnGrp LOS C D C B B D B E D C C
Approach Vol, veh/h 733 1003 989 331
Approach Delay, s/veh 30.7 20.2 52.1 31.3
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.8 25.4 12.7 20.5 20.8 16.4 0.0 33.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 20.9 11.6 18.0 16.5 15.9 8.1 21.5 Max Q Clear Time (g_c+I1), s 7.6 22.9 7.9 14.6 16.3 5.1 0.0 9.8 Green Ext Time (p_c), s 0.1 0.0 0.4 1.3 0.0 0.6 0.0 3.3 Intersection Summary
HCM 7th Control Delay, s/veh 34.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 653 121 65 718 56 72 194 105 138 257 68 Future Volume (veh/h) 84 653 121 65 718 56 72 194 105 138 257 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1781 1900 1900 1693 1796 1885 1885 1885 1841 1870 1841 Adj Flow Rate, veh/h 98 759 141 76 835 65 84 226 122 160 299 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 5 8 0 0 14 7 1 1 1 4 2 4
Cap, veh/h 124 1320 436 97 1172 384 108 370 301 202 470 346 Arrive On Green 0.07 0.27 0.27 0.05 0.25 0.25 0.06 0.20 0.20 0.12 0.25 0.25 Sat Flow, veh/h 1739 4863 1604 1810 4621 1516 1795 1885 1534 1753 1870 1374 Grp Volume(v), veh/h 98 759 141 76 835 65 84 226 122 160 299 79 Grp Sat Flow(s),veh/h/ln1739 1621 1604 1810 1540 1516 1795 1885 1534 1753 1870 1374 Q Serve(g_s), s 3.1 7.4 3.9 2.3 9.1 1.8 2.5 6.0 3.8 4.9 7.8 2.5 Cycle Q Clear(g_c), s 3.1 7.4 3.9 2.3 9.1 1.8 2.5 6.0 3.8 4.9 7.8 2.5 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 124 1320 436 97 1172 384 108 370 301 202 470 346 V/C Ratio(X) 0.79 0.57 0.32 0.78 0.71 0.17 0.78 0.61 0.41 0.79 0.64 0.23 Avail Cap(c_a), veh/h 190 1627 537 168 1470 482 196 634 516 255 697 512 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 25.1 17.3 16.0 25.7 18.7 16.0 25.5 20.2 19.3 23.7 18.3 16.4 Incr Delay (d2), s/veh 11.6 0.4 0.4 12.8 1.2 0.2 11.5 1.6 0.9 12.5 1.4 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 2.3 1.2 1.2 2.7 0.5 1.3 2.5 1.2 2.5 3.2 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.8 17.7 16.4 38.6 19.9 16.2 37.0 21.8 20.2 36.2 19.8 16.7 LnGrp LOS D B B D B B D C C D B B
Approach Vol, veh/h 998 976 432 538
Approach Delay, s/veh 19.4 21.1 24.3 24.2
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.3 15.8 7.9 19.9 8.3 18.8 8.9 18.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 18.5 5.1 18.4 6.0 20.5 6.0 17.5 Max Q Clear Time (g_c+I1), s 6.9 8.0 4.3 9.4 4.5 9.8 5.1 11.1 Green Ext Time (p_c), s 0.0 1.2 0.0 3.5 0.0 1.5 0.0 2.8 Intersection Summary
HCM 7th Control Delay, s/veh 21.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 630 87 415 619 230 95 403 371 405 562 112 Future Volume (veh/h) 107 630 87 415 619 230 95 403 371 405 562 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1604 1856 1856 1900 1678 1841 1870 1900 1856 1841 Adj Flow Rate, veh/h 122 716 38 472 703 50 108 458 113 460 639 85 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, % 0 2 20 3 3 0 15 4 2 0 3 4
Cap, veh/h 533 994 264 569 998 317 322 733 332 558 934 413 Arrive On Green 0.15 0.19 0.19 0.17 0.20 0.20 0.10 0.21 0.21 0.16 0.26 0.26 Sat Flow, veh/h 3510 5106 1359 3428 5066 1610 3100 3497 1583 3510 3526 1558 Grp Volume(v), veh/h 122 716 38 472 703 50 108 458 113 460 639 85 Grp Sat Flow(s),veh/h/ln1755 1702 1359 1714 1689 1610 1550 1749 1583 1755 1763 1558 Q Serve(g_s), s 2.6 11.3 1.4 11.5 11.2 1.4 2.8 10.3 5.2 10.9 14.1 3.7 Cycle Q Clear(g_c), s 2.6 11.3 1.4 11.5 11.2 1.4 2.8 10.3 5.2 10.9 14.1 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 533 994 264 569 998 317 322 733 332 558 934 413 V/C Ratio(X) 0.23 0.72 0.14 0.83 0.70 0.16 0.34 0.62 0.34 0.82 0.68 0.21 Avail Cap(c_a), veh/h 813 1189 316 1588 1291 410 718 1337 605 1220 1348 596 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 32.2 32.6 13.8 34.8 32.3 11.4 35.9 31.0 29.0 35.1 28.5 24.7 Incr Delay (d2), s/veh 0.1 2.3 0.4 1.2 1.6 0.3 0.2 1.7 1.2 1.2 1.7 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/ln1.1 4.6 0.6 4.5 4.4 0.8 1.0 4.2 2.0 4.5 5.7 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.3 34.9 14.3 36.1 33.9 11.7 36.2 32.7 30.2 36.3 30.2 25.2 LnGrp LOS C C B D C B D C C D C C
Approach Vol, veh/h 876 1225 679 1184
Approach Delay, s/veh 33.6 33.8 32.9 32.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.7 24.1 19.3 23.2 15.0 28.9 19.5 23.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s 30.0 33.0 40.0 20.1 20.0 33.0 20.0 * 22 Max Q Clear Time (g_c+I1), s 12.9 12.3 13.5 13.3 4.8 16.1 4.6 13.2 Green Ext Time (p_c), s 0.8 5.4 0.8 3.5 0.1 6.6 0.2 3.8 Intersection Summary
HCM 7th Control Delay, s/veh 33.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2795 of 3079 ends

HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 1691 141 46 1355 131 95 38 129 288 84 50 Future Volume (veh/h) 51 1691 141 46 1355 131 95 38 129 288 84 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.75 1.00 0.76 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 1900 1870 1885 1900 1841 1870 1885 1826 1870 1885 1841 1900 Adj Flow Rate, veh/h 61 2013 168 55 1613 156 113 45 154 252 228 60 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 0 2 1 0 4 2 1 5 2 1 4 0
Cap, veh/h 131 2226 660 89 2073 635 262 267 173 371 270 71 Arrive On Green 0.07 0.44 0.44 0.10 0.83 0.83 0.15 0.15 0.15 0.21 0.21 0.21 Sat Flow, veh/h 1810 5106 1513 1810 5025 1539 1795 1826 1188 1795 1309 344 Grp Volume(v), veh/h 61 2013 168 55 1613 156 113 45 154 252 0 288 Grp Sat Flow(s),veh/h/ln1810 1702 1513 1810 1675 1539 1795 1826 1188 1795 0 1653 Q Serve(g_s), s 3.9 44.1 8.5 3.5 18.8 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Cycle Q Clear(g_c), s 3.9 44.1 8.5 3.5 18.8 2.7 6.9 2.6 15.3 15.5 0.0 20.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 131 2226 660 89 2073 635 262 267 173 371 0 342 V/C Ratio(X) 0.47 0.90 0.25 0.62 0.78 0.25 0.43 0.17 0.89 0.68 0.00 0.84 Avail Cap(c_a), veh/h 241 2226 660 241 2073 635 305 310 202 376 0 346 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.63 0.63 0.63 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.4 31.5 21.5 53.0 7.8 6.4 46.7 44.9 50.3 43.9 0.0 45.7 Incr Delay (d2), s/veh 0.6 4.4 0.6 2.0 2.3 0.7 0.4 0.1 29.3 4.0 0.0 16.0 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/ln1.7 17.8 3.0 1.6 3.3 0.9 3.1 1.2 5.8 7.3 0.0 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.0 35.9 22.1 55.1 10.1 7.1 47.1 45.0 79.6 47.9 0.0 61.7 LnGrp LOS D D C E B A D D E D E
Approach Vol, veh/h 2242 1824 312 540
Approach Delay, s/veh 35.3 11.2 62.9 55.3
Approach LOS D B E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.1 9.9 58.3 29.7 12.7 55.5
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 20.4 16.0 39.0 25.1 16.0 39.0 Max Q Clear Time (g_c+I1), s 17.3 5.5 46.1 22.1 5.9 20.8 Green Ext Time (p_c), s 0.3 0.0 0.0 0.5 0.0 16.0
Intersection Summary
HCM 7th Control Delay, s/veh 30.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 1715 232 205 1135 73 306 123 257 250 151 74 Future Volume (veh/h) 92 1715 232 205 1135 73 306 123 257 250 151 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1870 1870 1856 1826 1678 1885 1826 1870 1870 1885 1885 Adj Flow Rate, veh/h 102 1906 258 228 1261 81 340 137 286 278 168 82 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 2 2 3 5 15 1 5 2 2 1 1
Cap, veh/h 281 2345 714 257 2261 642 354 708 318 337 716 309 Arrive On Green 0.16 0.92 0.92 0.15 0.91 0.91 0.10 0.20 0.20 0.10 0.20 0.20 Sat Flow, veh/h 3483 5106 1556 3428 4985 1415 3483 3469 1559 3456 3582 1546 Grp Volume(v), veh/h 102 1906 258 228 1261 81 340 137 286 278 168 82 Grp Sat Flow(s),veh/h/ln1742 1702 1556 1714 1662 1415 1742 1735 1559 1728 1791 1546 Q Serve(g_s), s 3.1 14.4 2.4 7.8 5.7 0.7 11.7 3.9 21.4 9.5 4.7 5.4 Cycle Q Clear(g_c), s 3.1 14.4 2.4 7.8 5.7 0.7 11.7 3.9 21.4 9.5 4.7 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 281 2345 714 257 2261 642 354 708 318 337 716 309 V/C Ratio(X) 0.36 0.81 0.36 0.89 0.56 0.13 0.96 0.19 0.90 0.83 0.23 0.27 Avail Cap(c_a), veh/h 305 2345 714 257 2261 642 354 821 369 455 955 412 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.52 0.52 0.52 0.89 0.89 0.89 0.81 0.81 0.81 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 3.2 2.7 50.5 3.3 3.1 53.7 39.6 46.5 53.2 40.3 40.6 Incr Delay (d2), s/veh 0.2 1.7 0.7 25.7 0.9 0.4 32.6 0.1 19.3 6.6 0.3 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/ln1.3 1.8 0.7 4.0 1.3 0.3 6.6 1.7 9.7 4.4 2.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.7 4.9 3.5 76.2 4.2 3.4 86.3 39.7 65.8 59.8 40.6 41.3 LnGrp LOS D A A E A A F D E E D D
Approach Vol, veh/h 2266 1570 763 528
Approach Delay, s/veh 6.7 14.6 70.2 50.8
Approach LOS A B E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.7 30.2 13.0 61.1 16.2 29.7 13.7 60.4 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s 15.8 28.4 9.0 47.1 12.2 32.0 10.5 45.6 Max Q Clear Time (g_c+I1), s 11.5 23.4 9.8 16.4 13.7 7.4 5.1 7.7 Green Ext Time (p_c), s 0.2 1.1 0.0 27.9 0.0 1.9 0.1 26.0 Intersection Summary
HCM 7th Control Delay, s/veh 23.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 2117 104 188 1355 33 21 11 150 51 15 18 Future Volume (veh/h) 31 2117 104 188 1355 33 21 11 150 51 15 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1900 1870 1841 1856 1826 1900 1900 1900 1885 1900 1900 1900 Adj Flow Rate, veh/h 33 2252 111 200 1441 35 17 19 160 54 16 19 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, % 0 2 4 3 5 0 0 0 1 0 0 0
Cap, veh/h 70 2849 858 255 2958 935 209 219 184 172 75 89 Arrive On Green 0.08 1.00 1.00 0.15 1.00 1.00 0.12 0.12 0.12 0.09 0.09 0.09 Sat Flow, veh/h 1810 5106 1538 3428 4985 1576 1810 1900 1598 1810 791 940 Grp Volume(v), veh/h 33 2252 111 200 1441 35 17 19 160 54 0 35 Grp Sat Flow(s),veh/h/ln1810 1702 1538 1714 1662 1576 1810 1900 1598 1810 0 1731 Q Serve(g_s), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Cycle Q Clear(g_c), s 2.1 0.0 0.0 6.7 0.0 0.0 1.0 1.1 11.8 3.3 0.0 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54
Lane Grp Cap(c), veh/h 70 2849 858 255 2958 935 209 219 184 172 0 164 V/C Ratio(X) 0.47 0.79 0.13 0.78 0.49 0.04 0.08 0.09 0.87 0.31 0.00 0.21 Avail Cap(c_a), veh/h 241 2849 858 457 2958 935 228 239 201 241 0 231 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.53 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 0.0 50.1 0.0 0.0 47.4 47.4 52.2 50.7 0.0 50.2 Incr Delay (d2), s/veh 1.0 1.2 0.2 1.7 0.5 0.1 0.1 0.1 27.5 0.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.3 0.0 2.7 0.1 0.0 0.5 0.5 6.0 1.5 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.1 1.2 0.2 51.9 0.5 0.1 47.5 47.5 79.7 51.1 0.0 50.4 LnGrp LOS E A A D A A D D E D D
Approach Vol, veh/h 2396 1676 196 89
Approach Delay, s/veh 1.9 6.6 73.7 50.8
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.7 12.9 72.9 15.4 8.7 77.2
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 15.1 16.0 54.0 16.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 13.8 8.7 2.0 5.3 4.1 2.0
Green Ext Time (p_c), s 0.0 0.2 46.9 0.1 0.0 30.6
Intersection Summary
HCM 7th Control Delay, s/veh 8.0
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 33 2263 0 1546 140 376 42
Future Volume (veh/h) 33 2263 0 1546 140 376 42
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 1826 1885 1900 1826
Adj Flow Rate, veh/h 37 2514 1718 156 418 47
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 3 2 5 1 0 5
Cap, veh/h 94 5004 3445 1104 488 215
Arrive On Green 0.11 1.00 0.69 0.69 0.14 0.14
Sat Flow, veh/h 1767 6696 5149 1598 3510 1547
Grp Volume(v), veh/h 37 2514 1718 156 418 47
Grp Sat Flow(s),veh/h/ln1767 1609 1662 1598 1755 1547
Q Serve(g_s), s 2.3 0.0 19.5 4.0 14.0 3.2
Cycle Q Clear(g_c), s 2.3 0.0 19.5 4.0 14.0 3.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 5004 3445 1104 488 215
V/C Ratio(X) 0.39 0.50 0.50 0.14 0.86 0.22
Avail Cap(c_a), veh/h 236 5004 3445 1104 761 335
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.59 0.59 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 51.8 0.0 8.7 6.3 50.5 45.9
Incr Delay (d2), s/veh 0.6 0.2 0.5 0.3 3.6 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.0 0.1 6.0 1.2 6.4 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.4 0.2 9.2 6.6 54.1 46.1
LnGrp LOS D A A A D D
Approach Vol, veh/h 2551 1874 465
Approach Delay, s/veh 1.0 9.0 53.3
Approach LOS A A D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 99.3 20.7 10.4 88.9
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 64.0 26.0 16.0 64.0
Max Q Clear Time (g_c+I1), s 2.0 16.0 4.3 21.5
Green Ext Time (p_c), s 55.4 0.7 0.0 30.8
Intersection Summary
HCM 7th Control Delay, s/veh 9.0
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

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HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 2090 227 324 1581 240 200 84 413 130 50 24 Future Volume (veh/h) 82 2090 227 324 1581 240 200 84 413 130 50 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1885 1870 1841 1856 1811 1826 1781 1693 1811 1900 Adj Flow Rate, veh/h 88 2247 66 348 1700 127 215 90 0 140 54 26 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, % 1 2 1 2 4 3 6 5 8 14 6 0
Cap, veh/h 275 2739 846 410 2895 895 279 275 310 327 153 Arrive On Green 0.08 0.54 0.54 0.12 0.58 0.58 0.08 0.08 0.00 0.10 0.09 0.09 Sat Flow, veh/h 3483 5106 1577 3456 5025 1553 3346 3469 1510 3127 3441 1610 Grp Volume(v), veh/h 88 2247 66 348 1700 127 215 90 0 140 54 26 Grp Sat Flow(s),veh/h/ln1742 1702 1577 1728 1675 1553 1673 1735 1510 1564 1721 1610 Q Serve(g_s), s 2.9 43.7 2.4 11.8 26.0 4.5 7.6 2.9 0.0 5.1 1.7 1.8 Cycle Q Clear(g_c), s 2.9 43.7 2.4 11.8 26.0 4.5 7.6 2.9 0.0 5.1 1.7 1.8 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 275 2739 846 410 2895 895 279 275 310 327 153 V/C Ratio(X) 0.32 0.82 0.08 0.85 0.59 0.14 0.77 0.33 0.45 0.17 0.17 Avail Cap(c_a), veh/h 464 2739 846 605 2895 895 446 434 417 450 211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 23.0 13.5 51.8 16.3 11.7 53.9 52.2 0.0 51.0 49.9 50.0 Incr Delay (d2), s/veh 0.2 2.9 0.2 4.1 0.7 0.3 1.7 1.3 0.0 0.4 0.9 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 16.7 0.9 5.2 9.2 1.5 3.2 1.3 0.0 2.0 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.5 25.9 13.6 55.9 17.0 12.0 55.6 53.6 0.0 51.4 50.8 51.8 LnGrp LOS D C B E B B E D D D D
Approach Vol, veh/h 2401 2175 305 220
Approach Delay, s/veh 26.6 22.9 55.0 51.3
Approach LOS C C E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.9 15.5 18.2 70.4 14.0 17.4 13.5 75.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 16.0 15.0 21.0 48.0 16.0 * 16 16.0 53.0 Max Q Clear Time (g_c+I1), s 7.1 4.9 13.8 45.7 9.6 3.8 4.9 28.0 Green Ext Time (p_c), s 0.1 0.4 0.4 2.3 0.2 0.5 0.1 22.5 Intersection Summary
HCM 7th Control Delay, s/veh 27.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2801 of 3079 ends

HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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HCM 7th Edition methodology does not support Non-NEMA phasing.

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HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2195 356 306 920 141 238 0 475 95 478 374 Future Volume (veh/h) 0 2195 356 306 920 141 238 0 475 95 478 374 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1856 1870 1841 1870 1885 1856 0 1856 1870 1856 1826 Adj Flow Rate, veh/h 0 2386 387 333 1000 0 259 0 516 103 520 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 2 4 2 1 3 0 3 2 3 5
Cap, veh/h 0 3782 939 394 2636 0 0 0 282 558
Arrive On Green 0.00 0.59 0.59 0.12 0.74 0.00 0.00 0.00 0.00 0.16 0.16 0.00 Sat Flow, veh/h 0 6643 1584 3401 3554 1598 0 1781 3526 1547 Grp Volume(v), veh/h 0 2386 387 333 1000 0 0.0 103 520 0 Grp Sat Flow(s),veh/h/ln 0 1596 1584 1700 1777 1598 1781 1763 1547 Q Serve(g_s), s 0.0 29.2 15.8 11.5 12.1 0.0 6.2 17.5 0.0 Cycle Q Clear(g_c), s 0.0 29.2 15.8 11.5 12.1 0.0 6.2 17.5 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3782 939 394 2636 282 558
V/C Ratio(X) 0.00 0.63 0.41 0.85 0.38 0.37 0.93
Avail Cap(c_a), veh/h 0 3782 939 595 2636 282 558
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.80 0.80 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 15.9 13.2 52.0 5.6 0.0 45.1 49.9 0.0 Incr Delay (d2), s/veh 0.0 0.6 1.1 4.4 0.4 0.0 1.5 23.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 10.4 5.8 5.0 3.7 0.0 2.9 9.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 16.6 14.3 56.4 6.0 0.0 46.7 73.0 0.0 LnGrp LOS B B E A D E
Approach Vol, veh/h 2773 1333 623
Approach Delay, s/veh 16.2 18.6 68.6
Approach LOS B B E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 17.9 77.1 25.0 95.0
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 21.0 39.0 19.0 64.0
Max Q Clear Time (g_c+I1), s 13.5 31.2 19.5 14.1
Green Ext Time (p_c), s 0.4 7.7 0.0 18.7
Intersection Summary
HCM 7th Control Delay, s/veh 23.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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

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HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 5 0 0 0 0 4 0 0 0
Future Volume (veh/h) 0 0 0 5 0 0 0 0 4 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1307 1900 1900 1900 1900 789 1900 1900 1900 Adj Flow Rate, veh/h 0 0 0 11 0 0 0 0 9 0 0 0
Peak Hour Factor 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Percent Heavy Veh, % 0 0 0 40 0 0 0 0 75 0 0 0
Cap, veh/h 13 25 11 19 54 24 25 1270 235 25 1270 566
Arrive On Green 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.35 0.00 0.00 0.00 Sat Flow, veh/h 1810 3610 1610 1245 3610 1610 3510 3610 668 3510 3610 1610 Grp Volume(v), veh/h 0 0 0 11 0 0 0 0 9 0 0 0
Grp Sat Flow(s),veh/h/ln1810 1805 1610 1245 1805 1610 1755 1805 668 1755 1805 1610 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 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 13 25 11 19 54 24 25 1270 235 25 1270 566 V/C Ratio(X) 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.00 Avail Cap(c_a), veh/h 637 4572 2039 1621 8001 3569 1235 5207 964 1235 5207 2322 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) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 7.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 26.4 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 33.4 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 LnGrp LOS C A
Approach Vol, veh/h 0 11 9 0
Approach Delay, s/veh 0.0 33.4 3.1 0.0
Approach LOS C A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s0.0 9.5 4.7 0.0 0.0 9.5 0.0 4.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 20.5 18.5 18.0 5.0 20.5 5.0 31.5 Max Q Clear Time (g_c+I1), s 0.0 2.1 2.1 0.0 0.0 0.0 0.0 0.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 19.7
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 183 33 80 140 324 36 243 111 428 312 55 Future Volume (veh/h) 50 183 33 80 140 324 36 243 111 428 312 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.92 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 1678 1885 1870 1856 1811 1767 1900 1870 1796 1900 Adj Flow Rate, veh/h 63 232 42 101 177 410 46 308 141 542 395 70 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 15 1 2 3 6 9 0 2 7 0
Cap, veh/h 299 600 235 360 660 291 98 447 198 587 1429 653 Arrive On Green 0.09 0.17 0.17 0.10 0.19 0.19 0.06 0.13 0.13 0.33 0.42 0.42 Sat Flow, veh/h 3456 3554 1392 3483 3554 1567 1725 3357 1485 1781 3413 1559 Grp Volume(v), veh/h 63 232 42 101 177 410 46 308 141 542 395 70 Grp Sat Flow(s),veh/h/ln1728 1777 1392 1742 1777 1567 1725 1678 1485 1781 1706 1559 Q Serve(g_s), s 1.3 4.5 2.0 2.1 3.3 14.3 2.0 6.7 7.0 22.6 5.9 2.1 Cycle Q Clear(g_c), s 1.3 4.5 2.0 2.1 3.3 14.3 2.0 6.7 7.0 22.6 5.9 2.1 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 299 600 235 360 660 291 98 447 198 587 1429 653 V/C Ratio(X) 0.21 0.39 0.18 0.28 0.27 1.41 0.47 0.69 0.71 0.92 0.28 0.11 Avail Cap(c_a), veh/h 1302 660 259 1312 660 291 919 493 218 1041 1429 653 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 32.7 28.4 27.4 31.9 26.9 31.3 35.2 31.8 31.9 24.9 14.7 13.6 Incr Delay (d2), s/veh 0.1 1.0 0.9 0.2 0.5 202.9 1.3 5.6 13.7 3.9 0.5 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/ln0.5 1.8 0.7 0.8 1.3 21.4 0.8 2.9 3.1 9.2 2.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.8 29.5 28.3 32.0 27.4 234.2 36.5 37.4 45.7 28.8 15.2 13.9 LnGrp LOS C C C C C F D D D C B B
Approach Vol, veh/h 337 688 495 1007
Approach Delay, s/veh 29.9 151.3 39.7 22.4
Approach LOS C F D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s30.4 16.0 12.0 18.7 8.4 37.9 10.7 20.0 Change Period (Y+Rc), s 5.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s 45.0 11.3 29.0 14.3 41.0 16.3 29.0 14.3 Max Q Clear Time (g_c+I1), s 24.6 9.0 4.1 6.5 4.0 7.9 3.3 16.3 Green Ext Time (p_c), s 0.8 0.9 0.1 1.5 0.0 3.9 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 61.9
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 748 12 69 481 37 19 87 128 106 118 68 Future Volume (veh/h) 76 748 12 69 481 37 19 87 128 106 118 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1885 1900 1811 1856 1856 1737 1885 1870 1885 1870 1856 Adj Flow Rate, veh/h 94 923 15 85 594 46 23 107 158 131 146 84 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 0 1 0 6 3 3 11 1 2 1 2 3
Cap, veh/h 177 1234 549 165 1133 88 41 190 196 149 166 95 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.12 0.12 0.12 0.23 0.23 0.23 Sat Flow, veh/h 1810 3582 1594 1725 3313 256 331 1538 1585 640 714 411 Grp Volume(v), veh/h 94 923 15 85 316 324 130 0 158 361 0 0 Grp Sat Flow(s),veh/h/ln1810 1791 1594 1725 1763 1806 1869 0 1585 1764 0 0 Q Serve(g_s), s 4.6 21.2 0.6 4.4 13.4 13.4 6.1 0.0 9.0 18.4 0.0 0.0 Cycle Q Clear(g_c), s 4.6 21.2 0.6 4.4 13.4 13.4 6.1 0.0 9.0 18.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.14 0.18 1.00 0.36 0.23
Lane Grp Cap(c), veh/h 177 1234 549 165 603 618 231 0 196 409 0 0 V/C Ratio(X) 0.53 0.75 0.03 0.52 0.52 0.53 0.56 0.00 0.81 0.88 0.00 0.00 Avail Cap(c_a), veh/h 389 1540 685 371 815 835 402 0 341 626 0 0 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 0.00 Uniform Delay (d), s/veh 39.9 26.9 20.2 40.0 24.5 24.6 38.4 0.0 39.7 34.5 0.0 0.0 Incr Delay (d2), s/veh 0.9 2.1 0.0 0.9 1.2 1.2 0.8 0.0 2.9 6.5 0.0 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/ln2.1 9.1 0.2 1.9 5.6 5.8 2.8 0.0 3.6 8.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.8 29.0 20.2 41.0 25.7 25.7 39.2 0.0 42.6 41.0 0.0 0.0 LnGrp LOS D C C D C C D D D
Approach Vol, veh/h 1032 725 288 361
Approach Delay, s/veh 30.0 27.5 41.1 41.0
Approach LOS C C D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.8 12.9 37.8 25.6 13.1 37.5
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 20.0 20.0 40.0 33.0 20.0 43.0 Max Q Clear Time (g_c+I1), s 11.0 6.4 23.2 20.4 6.6 15.4 Green Ext Time (p_c), s 0.5 0.1 8.9 1.2 0.1 7.1
Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 747 403 292 246 83 332 582 445 163 827 69 Future Volume (veh/h) 77 747 403 292 246 83 332 582 445 163 827 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1885 1900 1826 1856 1796 1781 1781 1841 1826 1826 1841 Adj Flow Rate, veh/h 87 839 257 328 276 40 373 654 184 183 929 26 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, % 4 1 0 5 3 7 8 8 4 5 5 4
Cap, veh/h 199 1404 623 373 1566 676 395 1430 453 227 1203 376 Arrive On Green 0.06 0.39 0.39 0.11 0.44 0.44 0.12 0.29 0.29 0.07 0.24 0.24 Sat Flow, veh/h 3401 3582 1590 3374 3526 1522 3291 4863 1540 3374 4985 1560 Grp Volume(v), veh/h 87 839 257 328 276 40 373 654 184 183 929 26 Grp Sat Flow(s),veh/h/ln1700 1791 1590 1687 1763 1522 1646 1621 1540 1687 1662 1560 Q Serve(g_s), s 3.7 27.9 17.6 14.4 7.1 2.2 16.9 16.5 14.4 8.0 26.1 1.9 Cycle Q Clear(g_c), s 3.7 27.9 17.6 14.4 7.1 2.2 16.9 16.5 14.4 8.0 26.1 1.9 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 199 1404 623 373 1566 676 395 1430 453 227 1203 376 V/C Ratio(X) 0.44 0.60 0.41 0.88 0.18 0.06 0.94 0.46 0.41 0.81 0.77 0.07 Avail Cap(c_a), veh/h 227 1404 623 450 1566 676 395 1576 499 270 1429 447 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) 0.67 0.67 0.67 0.90 0.90 0.90 1.00 1.00 1.00 0.67 0.67 0.67 Uniform Delay (d), s/veh 68.2 36.2 33.1 65.7 25.1 23.8 65.5 43.2 42.4 69.0 53.1 43.9 Incr Delay (d2), s/veh 0.4 1.3 1.4 12.8 0.2 0.2 31.0 0.4 0.9 8.3 2.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 12.2 6.9 6.7 3.0 0.8 8.7 6.6 5.5 3.7 10.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 37.5 34.4 78.5 25.3 23.9 96.5 43.5 43.4 77.3 55.0 44.0 LnGrp LOS E D C E C C F D D E E D
Approach Vol, veh/h 1183 644 1211 1138
Approach Delay, s/veh 39.1 52.3 59.8 58.4
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 50.5 20.6 64.8 22.0 42.6 12.8 72.6 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s 12.0 48.6 20.0 * 49 18.0 * 43 10.0 59.0 Max Q Clear Time (g_c+I1), s 10.0 18.5 16.4 29.9 18.9 28.1 5.7 9.1 Green Ext Time (p_c), s 0.1 8.3 0.2 9.7 0.0 8.1 0.0 2.9 Intersection Summary
HCM 7th Control Delay, s/veh 52.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 16 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 1167 205 168 614 190 132 397 208 338 577 113 Future Volume (veh/h) 82 1167 205 168 614 190 132 397 208 338 577 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.89 1.00 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1885 1885 1885 1826 1841 1841 1870 1900 1870 1870 1856 Adj Flow Rate, veh/h 92 1311 86 189 690 80 148 446 47 380 648 34 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, % 4 1 1 1 5 4 4 2 0 2 2 3
Cap, veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 Arrive On Green 0.06 0.33 0.33 0.41 0.98 0.98 0.06 0.15 0.15 0.13 0.23 0.23 Sat Flow, veh/h 3401 3582 1557 3483 3469 1557 3401 3554 1432 3456 3554 1382 Grp Volume(v), veh/h 92 1311 86 189 690 80 148 446 47 380 648 34 Grp Sat Flow(s),veh/h/ln1700 1791 1557 1742 1735 1557 1700 1777 1432 1728 1777 1382 Q Serve(g_s), s 3.2 39.3 3.7 4.3 0.8 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Cycle Q Clear(g_c), s 3.2 39.3 3.7 4.3 0.8 0.1 5.1 14.7 3.5 12.9 20.6 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 1173 510 711 1700 763 206 531 214 446 825 321 V/C Ratio(X) 0.49 1.12 0.17 0.27 0.41 0.10 0.72 0.84 0.22 0.85 0.79 0.11 Avail Cap(c_a), veh/h 453 1173 510 711 1700 763 567 542 218 778 825 321 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.65 0.94 0.94 0.94 0.87 0.87 0.87 0.91 0.91 0.91 Uniform Delay (d), s/veh 55.0 40.4 17.9 29.5 0.6 0.2 55.4 49.7 44.9 51.1 43.3 36.3 Incr Delay (d2), s/veh 0.5 61.1 0.5 0.1 0.3 0.1 1.5 10.5 0.8 1.7 5.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 26.4 1.8 1.7 0.2 0.1 2.2 7.2 1.2 5.6 9.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.5 101.5 18.4 29.6 0.9 0.3 56.9 60.2 45.7 52.8 48.3 36.5 LnGrp LOS E F B C A A E E D D D D
Approach Vol, veh/h 1489 959 641 1062
Approach Delay, s/veh 93.8 6.5 58.4 49.5
Approach LOS F A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.2 23.6 30.2 45.0 11.3 33.5 10.7 64.5 Change Period (Y+Rc), s 5.7 * 5.7 5.7 * 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s 27.0 * 18 16.0 * 39 20.0 25.3 16.0 39.3 Max Q Clear Time (g_c+I1), s 14.9 16.7 6.3 41.3 7.1 22.6 5.2 2.8 Green Ext Time (p_c), s 0.6 0.7 0.2 0.0 0.2 1.5 0.1 9.0 Intersection Summary
HCM 7th Control Delay, s/veh 56.8
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1691 47 90 884 75 166
Future Volume (veh/h) 1691 47 90 884 75 166
Initial Q (Qb), veh000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1885 1870 1841 1870 1885 1885
Adj Flow Rate, veh/h 1922 53 102 1005 85 189
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %124211
Cap, veh/h 2415 66 127 2785 243 216
Arrive On Green 0.90 0.90 0.07 0.78 0.14 0.14
Sat Flow, veh/h 3655 98 1753 3647 1795 1598
Grp Volume(v), veh/h 962 1013 102 1005 85 189
Grp Sat Flow(s),veh/h/ln1791 1868 1753 1777 1795 1598
Q Serve(g_s), s 22.1 22.9 6.9 10.2 5.2 13.9
Cycle Q Clear(g_c), s 22.1 22.9 6.9 10.2 5.2 13.9
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1215 1267 127 2785 243 216
V/C Ratio(X) 0.79 0.80 0.80 0.36 0.35 0.87
Avail Cap(c_a), veh/h 1215 1267 380 2785 389 346
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.49 0.49 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 3.0 3.0 54.8 3.9 47.1 50.9
Incr Delay (d2), s/veh 2.7 2.7 4.5 0.4 0.3 8.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.4 3.6 3.1 2.7 2.3 5.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 5.7 5.7 59.3 4.3 47.4 59.2
LnGrp LOSAAEADE
Approach Vol, veh/h 1975 1107 274
Approach Delay, s/veh 5.7 9.3 55.5
Approach LOSAAE
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 20.2 12.7 87.1 99.8
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 26.0 26.0 38.3 84.3
Max Q Clear Time (g_c+I1), s 15.9 8.9 24.9 12.2
Green Ext Time (p_c), s 0.3 0.1 12.3 15.8
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOSB
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 1512 138 375 678 134 161 524 691 311 519 88 Future Volume (veh/h) 208 1512 138 375 678 134 161 524 691 311 519 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1826 1826 1811 1826 1856 1885 1841 1856 Adj Flow Rate, veh/h 229 1662 0 412 745 0 177 576 0 342 570 0 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, % 1 1 4 6 5 5 6 5 3 1 4 3
Cap, veh/h 286 2101 506 1501 234 655 402 1178
Arrive On Green 0.08 0.41 0.00 0.10 0.43 0.00 0.07 0.19 0.00 0.12 0.23 0.00 Sat Flow, veh/h 3483 5147 1560 4864 3469 1547 3346 3469 1572 3483 5025 1572 Grp Volume(v), veh/h 229 1662 0 412 745 0 177 576 0 342 570 0 Grp Sat Flow(s),veh/h/ln1742 1716 1560 1621 1735 1547 1673 1735 1572 1742 1675 1572 Q Serve(g_s), s 7.8 33.9 0.0 9.9 18.6 0.0 6.2 19.4 0.0 11.6 11.8 0.0 Cycle Q Clear(g_c), s 7.8 33.9 0.0 9.9 18.6 0.0 6.2 19.4 0.0 11.6 11.8 0.0 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 286 2101 506 1501 234 655 402 1178 V/C Ratio(X) 0.80 0.79 0.81 0.50 0.76 0.88 0.85 0.48
Avail Cap(c_a), veh/h 357 2101 770 1501 446 694 464 1178 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.87 0.87 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.1 31.0 0.0 52.6 24.6 0.0 54.8 47.3 0.0 52.0 39.7 0.0 Incr Delay (d2), s/veh 7.9 3.1 0.0 2.2 1.2 0.0 1.6 11.1 0.0 12.5 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 13.8 0.0 4.0 7.5 0.0 2.6 9.2 0.0 5.7 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.0 34.2 0.0 54.8 25.8 0.0 56.5 58.5 0.0 64.6 40.1 0.0 LnGrp LOS E C D C E E E D
Approach Vol, veh/h 1891 1157 753 912
Approach Delay, s/veh 37.5 36.1 58.0 49.3
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.9 28.7 18.5 55.0 12.4 34.1 15.6 57.9 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s 16.0 24.0 19.0 * 39 16.0 24.0 12.3 46.0 Max Q Clear Time (g_c+I1), s 13.6 21.4 11.9 35.9 8.2 13.8 9.8 20.6 Green Ext Time (p_c), s 0.3 1.2 0.5 3.1 0.2 3.5 0.1 7.2 Intersection Summary
HCM 7th Control Delay, s/veh 42.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 246 1624 241 211 813 76 161 611 232 121 559 199 Future Volume (veh/h) 246 1624 241 211 813 76 161 611 232 121 559 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1841 1900 1796 1870 1870 1737 1856 1826 Adj Flow Rate, veh/h 276 1825 102 237 913 0 181 687 0 136 628 57 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, % 2 2 2 1 4 0 7 2 2 11 3 5
Cap, veh/h 335 1672 510 725 2276 237 807 189 697 300
Arrive On Green 0.10 0.33 0.33 0.21 0.45 0.00 0.07 0.23 0.00 0.06 0.20 0.20 Sat Flow, veh/h 3456 5106 1558 3483 5025 1610 3319 3554 1585 3209 3526 1519 Grp Volume(v), veh/h 276 1825 102 237 913 0 181 687 0 136 628 57 Grp Sat Flow(s),veh/h/ln1728 1702 1558 1742 1675 1610 1659 1777 1585 1605 1763 1519 Q Serve(g_s), s 9.4 39.3 5.7 6.9 14.6 0.0 6.4 22.2 0.0 5.0 20.9 2.9 Cycle Q Clear(g_c), s 9.4 39.3 5.7 6.9 14.6 0.0 6.4 22.2 0.0 5.0 20.9 2.9 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 335 1672 510 725 2276 237 807 189 697 300 V/C Ratio(X) 0.82 1.09 0.20 0.33 0.40 0.76 0.85 0.72 0.90 0.19 Avail Cap(c_a), veh/h 461 1672 510 725 2276 443 807 428 705 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 40.3 29.0 40.4 21.9 0.0 54.7 44.4 0.0 55.5 47.0 24.1 Incr Delay (d2), s/veh 6.1 51.4 0.9 0.1 0.5 0.0 1.9 9.6 0.0 1.9 17.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 23.6 2.2 2.9 5.6 0.0 2.7 10.5 0.0 2.0 10.5 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.3 91.7 29.9 40.5 22.5 0.0 56.6 54.0 0.0 57.5 64.0 25.5 LnGrp LOS E F C D C E D E E C
Approach Vol, veh/h 2203 1150 868 821
Approach Delay, s/veh 84.8 26.2 54.6 60.2
Approach LOS F C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 33.0 31.0 45.0 14.3 29.7 15.6 60.4 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s 16.0 24.3 19.0 39.3 16.0 * 24 16.0 44.0 Max Q Clear Time (g_c+I1), s 7.0 24.2 8.9 41.3 8.4 22.9 11.4 16.6 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.2 0.8 0.2 9.3 Intersection Summary
HCM 7th Control Delay, s/veh 62.2
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 2812 of 3079 ends

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2813 of 3079 ends

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 2029 10 21 943 85 52 23 44 142 17 64 Future Volume (veh/h) 14 2029 10 21 943 85 52 23 44 142 17 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1826 1870 1885 1870 1900 1870 1885 1900 1900 Adj Flow Rate, veh/h 16 2359 0 24 1097 0 60 27 0 165 20 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 2 0 5 2 1 2 0 2 1 0 0
Cap, veh/h 44 2225 403 3357 90 108 192 215
Arrive On Green 0.02 0.44 0.00 0.23 0.66 0.00 0.05 0.06 0.00 0.11 0.11 0.00 Sat Flow, veh/h 1810 5106 1610 1739 5106 1598 1781 1900 1585 1795 1900 1610 Grp Volume(v), veh/h 16 2359 0 24 1097 0 60 27 0 165 20 0 Grp Sat Flow(s),veh/h/ln1810 1702 1610 1739 1702 1598 1781 1900 1585 1795 1900 1610 Q Serve(g_s), s 1.0 52.3 0.0 1.3 11.3 0.0 4.0 1.6 0.0 10.8 1.1 0.0 Cycle Q Clear(g_c), s 1.0 52.3 0.0 1.3 11.3 0.0 4.0 1.6 0.0 10.8 1.1 0.0 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 44 2225 403 3357 90 108 192 215
V/C Ratio(X) 0.37 1.06 0.06 0.33 0.67 0.25 0.86 0.09
Avail Cap(c_a), veh/h 241 2225 403 3357 238 317 209 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.7 33.8 0.0 35.9 9.0 0.0 56.0 54.2 0.0 52.7 47.7 0.0 Incr Delay (d2), s/veh 1.9 37.3 0.0 0.0 0.3 0.0 3.2 0.9 0.0 25.1 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/ln0.5 27.7 0.0 0.5 3.7 0.0 1.9 0.8 0.0 6.2 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.6 71.2 0.0 36.0 9.2 0.0 59.2 55.1 0.0 77.8 47.9 0.0 LnGrp LOS E F D A E E E D
Approach Vol, veh/h 2375 1121 87 185
Approach Delay, s/veh 71.1 9.8 57.9 74.6
Approach LOS E A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s16.8 11.7 33.5 58.0 10.1 18.5 6.9 84.6 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s 14.0 * 20 14.0 * 52 16.0 19.1 16.0 50.3 Max Q Clear Time (g_c+I1), s 12.8 3.6 3.3 54.3 6.0 3.1 3.0 13.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.6 Intersection Summary
HCM 7th Control Delay, s/veh 52.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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

Page 2815 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 167 782 39 442 246 353 32 1115 1011 487 613 88 Future Volume (veh/h) 167 782 39 442 246 353 32 1115 1011 487 613 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1900 1870 1870 1870 1856 1870 1885 1870 1841 1870 Adj Flow Rate, veh/h 176 823 0 465 259 0 34 1174 0 513 645 0 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, % 3 3 0 2 2 2 3 2 1 2 4 2
Cap, veh/h 494 730 675 478 155 1234 599 1901
Arrive On Green 0.14 0.14 0.00 0.13 0.13 0.00 0.05 0.24 0.00 0.06 0.12 0.00 Sat Flow, veh/h 3428 5066 1610 5023 3554 1585 3428 5106 1598 3456 5025 1585 Grp Volume(v), veh/h 176 823 0 465 259 0 34 1174 0 513 645 0 Grp Sat Flow(s),veh/h/ln1714 1689 1610 1674 1777 1585 1714 1702 1598 1728 1675 1585 Q Serve(g_s), s 5.6 17.3 0.0 10.6 8.2 0.0 1.1 27.2 0.0 17.7 14.1 0.0 Cycle Q Clear(g_c), s 5.6 17.3 0.0 10.6 8.2 0.0 1.1 27.2 0.0 17.7 14.1 0.0 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 494 730 675 478 155 1234 599 1901 V/C Ratio(X) 0.36 1.13 0.69 0.54 0.22 0.95 0.86 0.34
Avail Cap(c_a), veh/h 494 730 850 601 457 1234 778 1901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 46.3 51.3 0.0 49.5 48.5 0.0 55.2 44.8 0.0 55.1 38.8 0.0 Incr Delay (d2), s/veh 0.7 74.0 0.0 2.5 1.6 0.0 0.3 15.6 0.0 6.9 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 12.1 0.0 4.5 3.6 0.0 0.5 12.8 0.0 8.7 6.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.1 125.4 0.0 52.0 50.1 0.0 55.5 60.4 0.0 62.0 39.3 0.0 LnGrp LOS D F D D E E E D
Approach Vol, veh/h 999 724 1208 1158
Approach Delay, s/veh 111.6 51.4 60.2 49.3
Approach LOS F D E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.8 25.8 35.0 25.0 9.4 51.4
Change Period (Y+Rc), s 7.7 5.0 6.0 7.7 4.0 * 6
Max Green Setting (Gmax), s 20.3 27.0 29.0 17.3 16.0 * 41 Max Q Clear Time (g_c+I1), s 12.6 19.7 29.2 19.3 3.1 16.1 Green Ext Time (p_c), s 3.2 1.1 0.0 0.0 0.0 6.8
Intersection Summary
HCM 7th Control Delay, s/veh 68.1
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 25 ends

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

Page 2817 of 3079 ends

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 18 149 31 7 19 265 1168 57 168 965 151 Future Volume (veh/h) 214 18 149 31 7 19 265 1168 57 168 965 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1856 1900 1856 1856 1900 1900 1885 1870 1870 1900 1856 1885 Adj Flow Rate, veh/h 254 0 38 41 0 21 298 1312 64 189 1084 57 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, % 3 0 3 3 0 0 1 2 2 0 3 1
Cap, veh/h 360 0 105 200 0 90 364 2023 98 1383 3158 995 Arrive On Green 0.07 0.00 0.07 0.06 0.00 0.06 0.10 0.32 0.32 0.79 1.00 1.00 Sat Flow, veh/h 5302 0 1552 3534 0 1585 3483 6327 308 3510 5066 1596 Grp Volume(v), veh/h 254 0 38 41 0 21 298 1000 376 189 1084 57 Grp Sat Flow(s),veh/h/ln1767 0 1552 1767 0 1585 1742 1609 1810 1755 1689 1596 Q Serve(g_s), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 21.3 21.4 1.5 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 2.8 1.3 0.0 1.5 10.1 21.3 21.4 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 360 0 105 200 0 90 364 1543 579 1383 3158 995 V/C Ratio(X) 0.71 0.00 0.36 0.20 0.00 0.23 0.82 0.65 0.65 0.14 0.34 0.06 Avail Cap(c_a), veh/h 1016 0 297 589 0 264 755 1741 653 1383 3158 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.71 0.71 0.71 0.93 0.93 0.93 Uniform Delay (d), s/veh 54.8 0.0 53.4 54.0 0.0 54.1 52.6 35.0 35.0 7.9 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.8 0.2 0.0 0.5 1.3 1.5 4.0 0.0 0.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 1.1 0.6 0.0 0.6 4.5 8.5 10.0 0.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.7 0.0 54.2 54.2 0.0 54.6 53.9 36.5 39.0 7.9 0.3 0.1 LnGrp LOS E D D D D D D A A A
Approach Vol, veh/h 292 62 1674 1330
Approach Delay, s/veh 55.5 54.3 40.2 1.4
Approach LOS E D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s53.0 44.1 12.1 16.5 80.5 10.8
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s 14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s 3.5 23.4 7.6 12.1 2.0 3.5
Green Ext Time (p_c), s 0.2 15.0 0.5 0.5 16.7 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 26.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 2818 of 3079 ends

HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 27 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 37 346 0 0 0 0 1014 423 0 1103 524 Future Volume (veh/h) 86 37 346 0 0 0 0 1014 423 0 1103 524 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 0 1870 1870 0 1856 1870 Adj Flow Rate, veh/h 79 0 437 0 1139 475 0 1239 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 3 2 0 2 2 0 3 2
Cap, veh/h 285 0 506 0 2628 1094 0 3792
Arrive On Green 0.16 0.00 0.16 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 3679 1461 0 5233 1585
Grp Volume(v), veh/h 79 0 437 0 1104 510 0 1239 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1568 0 1689 1585 Q Serve(g_s), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 16.1 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.93 0.00 1.00
Lane Grp Cap(c), veh/h 285 0 506 0 2548 1174 0 3792
V/C Ratio(X) 0.28 0.00 0.86 0.00 0.43 0.43 0.00 0.33
Avail Cap(c_a), veh/h 515 0 917 0 2548 1174 0 3792
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.92 0.92 0.00 0.92 0.00 Uniform Delay (d), s/veh 44.3 0.0 49.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.7 0.0 0.5 1.1 0.0 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 %ile BackOfQ(50%),veh/ln2.1 0.0 6.5 0.0 0.2 0.4 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.5 0.0 50.9 0.0 0.5 1.1 0.0 0.2 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 516 1614 1239
Approach Delay, s/veh 49.9 0.7 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.5 24.5 95.5
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 74.3 34.7 74.3
Max Q Clear Time (g_c+I1), s 2.0 18.1 2.0
Green Ext Time (p_c), s 34.7 1.0 16.8
Intersection Summary
HCM 7th Control Delay, s/veh 8.0
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

Page 2819 of 3079 ends

HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 28 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 296 297 924 188 101 1318
Future Volume (veh/h) 296 297 924 188 101 1318
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1841 1826 1870 1856 1826 1870
Adj Flow Rate, veh/h 318 319 994 0 109 1417
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 4 5 2 3 5 2
Cap, veh/h 653 570 3314 134 3878
Arrive On Green 0.13 0.13 1.00 0.00 0.08 0.76
Sat Flow, veh/h 4944 2723 5274 1572 1739 5274
Grp Volume(v), veh/h 318 319 994 0 109 1417
Grp Sat Flow(s),veh/h/ln1648 1362 1702 1572 1739 1702
Q Serve(g_s), s 7.2 12.6 0.0 0.0 7.4 11.1
Cycle Q Clear(g_c), s 7.2 12.6 0.0 0.0 7.4 11.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 653 570 3314 134 3878
V/C Ratio(X) 0.49 0.56 0.30 0.81 0.37
Avail Cap(c_a), veh/h 1141 839 3314 377 3878
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.00 1.00 1.00
Uniform Delay (d), s/veh 48.3 42.5 0.0 0.0 54.5 4.8
Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 4.4 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.0 4.3 0.1 0.0 3.3 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.5 42.8 0.2 0.0 58.9 5.1
LnGrp LOS D D A E A
Approach Vol, veh/h 637 994 1526
Approach Delay, s/veh 45.7 0.2 8.9
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s13.3 83.6 96.8 23.2
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s 26.0 49.3 79.3 27.7
Max Q Clear Time (g_c+I1), s 9.4 2.0 13.1 14.6
Green Ext Time (p_c), s 0.1 12.3 24.2 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 13.6
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Page 2820 of 3079 ends

HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 29 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 296 33 411 667 18 41 59 314 29 134 53 Future Volume (veh/h) 8 296 33 411 667 18 41 59 314 29 134 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1722 1678 1811 1870 1856 1811 1648 1693 1737 1796 1841 1870 Adj Flow Rate, veh/h 9 325 23 452 733 20 45 65 85 32 147 17 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, % 12 15 6 2 3 6 17 14 11 7 4 2
Cap, veh/h 51 669 322 498 1669 726 89 527 241 150 281 242 Arrive On Green 0.02 0.21 0.21 0.28 0.47 0.47 0.06 0.16 0.16 0.05 0.15 0.15 Sat Flow, veh/h 3182 3188 1535 1781 3526 1535 1570 3216 1472 3319 1841 1585 Grp Volume(v), veh/h 9 325 23 452 733 20 45 65 85 32 147 17 Grp Sat Flow(s),veh/h/ln1591 1594 1535 1781 1763 1535 1570 1608 1472 1659 1841 1585 Q Serve(g_s), s 0.2 6.8 0.9 18.7 10.5 0.5 2.1 1.3 3.9 0.7 5.6 0.7 Cycle Q Clear(g_c), s 0.2 6.8 0.9 18.7 10.5 0.5 2.1 1.3 3.9 0.7 5.6 0.7 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 51 669 322 498 1669 726 89 527 241 150 281 242 V/C Ratio(X) 0.18 0.49 0.07 0.91 0.44 0.03 0.51 0.12 0.35 0.21 0.52 0.07 Avail Cap(c_a), veh/h 1670 3137 1510 1332 3469 1510 412 1350 618 871 845 728 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 37.0 26.5 24.2 26.5 13.3 10.7 34.9 27.2 28.3 35.1 29.7 27.7 Incr Delay (d2), s/veh 0.6 1.5 0.3 2.7 0.5 0.0 1.7 0.4 3.3 0.3 2.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 2.5 0.3 7.5 3.6 0.2 0.8 0.5 1.5 0.3 2.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.6 28.0 24.4 29.2 13.8 10.8 36.6 27.6 31.6 35.3 32.1 27.9 LnGrp LOS D C C C B B D C C D C C
Approach Vol, veh/h 357 1205 195 196
Approach Delay, s/veh 28.0 19.6 31.4 32.3
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.4 18.8 26.3 22.7 9.3 17.9 6.2 42.8 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s 20.0 32.0 57.0 75.0 20.0 35.0 40.0 75.0 Max Q Clear Time (g_c+I1), s 2.7 5.9 20.7 8.8 4.1 7.6 2.2 12.5 Green Ext Time (p_c), s 0.0 1.6 0.6 5.2 0.0 1.4 0.0 13.8 Intersection Summary
HCM 7th Control Delay, s/veh 23.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
25: Baseline Rd & Westbrook Blvd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 30 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 161 493 749 106 158 349
Future Volume (veh/h) 161 493 749 106 158 349
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 1604 1722 1841 1811 1826 1870
Adj Flow Rate, veh/h 169 519 788 112 166 367
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 20 12 4 6 5 2
Cap, veh/h 202 1882 1318 578 440 401
Arrive On Green 0.13 0.58 0.38 0.38 0.25 0.25
Sat Flow, veh/h 1527 3358 3589 1535 1739 1585
Grp Volume(v), veh/h 169 519 788 112 166 367
Grp Sat Flow(s),veh/h/ln1527 1636 1749 1535 1739 1585
Q Serve(g_s), s 8.2 6.1 13.7 3.7 6.0 17.1
Cycle Q Clear(g_c), s 8.2 6.1 13.7 3.7 6.0 17.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 202 1882 1318 578 440 401
V/C Ratio(X) 0.84 0.28 0.60 0.19 0.38 0.91
Avail Cap(c_a), veh/h 403 2375 2538 1114 459 418
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 32.1 8.1 19.0 15.9 23.4 27.5
Incr Delay (d2), s/veh 3.5 0.2 0.9 0.3 0.2 23.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.0 1.7 5.0 1.2 2.4 16.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.5 8.3 19.9 16.2 23.6 50.7
LnGrp LOS D A B B C D
Approach Vol, veh/h 688 900 533
Approach Delay, s/veh 15.0 19.5 42.2
Approach LOS B B D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 51.6 24.2 15.0 36.6
Change Period (Y+Rc), s 8.0 5.0 5.0 8.0
Max Green Setting (Gmax), s 55.0 20.0 20.0 55.0
Max Q Clear Time (g_c+I1), s 8.1 19.1 10.2 15.7
Green Ext Time (p_c), s 7.2 0.1 0.1 12.8
Intersection Summary
HCM 7th Control Delay, s/veh 23.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2822 of 3079 ends

HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

Page 31 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 577 33 11 689 51 20 23 7 92 36 120 Future Volume (veh/h) 67 577 33 11 689 51 20 23 7 92 36 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1767 1500 1633 1796 1811 1307 1648 1470 1826 1811 1856 Adj Flow Rate, veh/h 76 656 38 13 783 58 23 26 8 105 41 136 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, % 6 9 27 18 7 6 40 17 29 5 6 3
Cap, veh/h 145 1616 609 35 1434 642 46 153 115 168 276 238 Arrive On Green 0.08 0.48 0.48 0.02 0.42 0.42 0.04 0.09 0.09 0.10 0.15 0.15 Sat Flow, veh/h 1725 3357 1266 1555 3413 1528 1245 1648 1240 1739 1811 1563 Grp Volume(v), veh/h 76 656 38 13 783 58 23 26 8 105 41 136 Grp Sat Flow(s),veh/h/ln1725 1678 1266 1555 1706 1528 1245 1648 1240 1739 1811 1563 Q Serve(g_s), s 2.5 7.5 1.0 0.5 10.3 1.4 1.1 0.9 0.4 3.5 1.2 4.8 Cycle Q Clear(g_c), s 2.5 7.5 1.0 0.5 10.3 1.4 1.1 0.9 0.4 3.5 1.2 4.8 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 145 1616 609 35 1434 642 46 153 115 168 276 238 V/C Ratio(X) 0.52 0.41 0.06 0.37 0.55 0.09 0.50 0.17 0.07 0.62 0.15 0.57 Avail Cap(c_a), veh/h 578 4215 1589 521 4285 1918 417 552 415 582 606 523 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.2 10.0 8.3 28.8 13.0 10.4 28.2 25.0 24.7 25.9 22.0 23.5 Incr Delay (d2), s/veh 1.1 0.3 0.1 2.4 0.6 0.1 3.0 1.1 0.5 1.4 0.3 2.7 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/ln1.0 2.1 0.2 0.2 3.2 0.4 0.3 0.4 0.1 1.4 0.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.3 10.3 8.4 31.1 13.7 10.6 31.2 26.1 25.3 27.4 22.3 26.2 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 770 854 57 282
Approach Delay, s/veh 11.9 13.7 28.1 26.0
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.8 10.1 5.4 34.5 6.2 13.7 9.0 30.8 Change Period (Y+Rc), s 4.0 * 4.6 4.0 5.7 4.0 4.6 4.0 5.7 Max Green Setting (Gmax), s 20.0 * 20 20.0 75.0 20.0 20.0 20.0 75.0 Max Q Clear Time (g_c+I1), s 5.5 2.9 2.5 9.5 3.1 6.8 4.5 12.3 Green Ext Time (p_c), s 0.1 0.1 0.0 9.8 0.0 0.6 0.1 12.6 Intersection Summary
HCM 7th Control Delay, s/veh 15.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 243 393 46 209 323 217 61 923 266 368 943 344 Future Volume (veh/h) 243 393 46 209 323 217 61 923 266 368 943 344 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1678 1811 1693 1856 1781 1752 1737 1811 1856 1870 1826 1811 Adj Flow Rate, veh/h 264 427 50 227 351 60 66 1003 97 400 1025 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 15 6 14 3 8 10 11 6 3 2 5 6
Cap, veh/h 334 586 68 302 572 251 84 939 429 435 1618 872 Arrive On Green 0.11 0.19 0.19 0.09 0.17 0.17 0.05 0.27 0.27 0.24 0.47 0.47 Sat Flow, veh/h 3100 3105 362 3428 3385 1485 1654 3441 1572 1781 3469 1516 Grp Volume(v), veh/h 264 236 241 227 351 60 66 1003 97 400 1025 125 Grp Sat Flow(s),veh/h/ln1550 1721 1746 1714 1692 1485 1654 1721 1572 1781 1735 1516 Q Serve(g_s), s 8.2 12.7 12.9 6.4 9.5 3.5 3.9 27.0 4.7 21.6 22.1 3.8 Cycle Q Clear(g_c), s 8.2 12.7 12.9 6.4 9.5 3.5 3.9 27.0 4.7 21.6 22.1 3.8 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 334 324 329 302 572 251 84 939 429 435 1618 872 V/C Ratio(X) 0.79 0.73 0.73 0.75 0.61 0.24 0.79 1.07 0.23 0.92 0.63 0.14 Avail Cap(c_a), veh/h 1034 522 530 797 1027 450 334 939 429 702 1618 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 43.0 37.7 37.8 44.1 38.1 35.6 46.4 36.0 27.9 36.4 20.0 9.8 Incr Delay (d2), s/veh 1.6 5.7 5.8 1.4 2.1 0.9 5.9 49.2 0.4 8.1 1.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 5.6 5.8 2.7 3.9 1.3 1.7 17.0 1.7 9.8 8.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.6 43.4 43.6 45.5 40.2 36.6 52.4 85.2 28.3 44.5 21.0 9.9 LnGrp LOS D D D D D D D F C D C A
Approach Vol, veh/h 741 638 1166 1550
Approach Delay, s/veh 43.9 41.7 78.6 26.2
Approach LOS D D E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s28.2 33.4 12.7 24.7 9.0 52.5 14.7 22.7 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s 39.0 27.0 23.0 30.0 20.0 35.0 33.0 30.0 Max Q Clear Time (g_c+I1), s 23.6 29.0 8.4 14.9 5.9 24.1 10.2 11.5 Green Ext Time (p_c), s 0.5 0.0 0.3 3.8 0.0 6.9 0.4 3.7 Intersection Summary
HCM 7th Control Delay, s/veh 46.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 681 23 45 514 142 36 147 56 198 119 59 Future Volume (veh/h) 43 681 23 45 514 142 36 147 56 198 119 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1856 1841 1841 1826 1870 1811 1885 1826 1885 1826 1856 Adj Flow Rate, veh/h 44 702 24 46 530 0 37 152 13 204 123 61 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, % 5 3 4 4 5 2 6 1 5 1 5 3
Cap, veh/h 69 809 28 71 1576 43 177 245 229 138 389
Arrive On Green 0.04 0.45 0.45 0.04 0.45 0.00 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh/h 1739 1784 61 1753 3469 1585 365 1501 1547 1105 666 1572 Grp Volume(v), veh/h 44 0 726 46 530 0 189 0 13 327 0 61 Grp Sat Flow(s),veh/h/ln1739 0 1844 1753 1735 1585 1867 0 1547 1771 0 1572 Q Serve(g_s), s 2.8 0.0 40.5 3.0 11.2 0.0 11.4 0.0 0.8 20.5 0.0 3.5 Cycle Q Clear(g_c), s 2.8 0.0 40.5 3.0 11.2 0.0 11.4 0.0 0.8 20.5 0.0 3.5 Prop In Lane 1.00 0.03 1.00 1.00 0.20 1.00 0.62 1.00
Lane Grp Cap(c), veh/h 69 0 837 71 1576 221 0 245 368 0 389 V/C Ratio(X) 0.64 0.00 0.87 0.65 0.34 0.86 0.00 0.05 0.89 0.00 0.16 Avail Cap(c_a), veh/h 304 0 1114 307 1791 268 0 284 620 0 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 28.1 54.0 20.1 0.0 49.4 0.0 40.8 44.0 0.0 33.7 Incr Delay (d2), s/veh 3.7 0.0 7.5 3.7 0.2 0.0 17.6 0.0 0.0 4.7 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 18.2 1.3 4.4 0.0 6.3 0.0 0.3 9.3 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.7 0.0 35.6 57.8 20.3 0.0 67.0 0.0 40.8 48.7 0.0 33.8 LnGrp LOS E D E C E D D C
Approach Vol, veh/h 770 576 202 388
Approach Delay, s/veh 36.9 23.3 65.3 46.4
Approach LOS D C E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.1 8.6 57.8 29.7 8.5 57.9
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 16.4 20.0 69.0 40.0 20.0 59.0 Max Q Clear Time (g_c+I1), s 13.4 5.0 42.5 22.5 4.8 13.2 Green Ext Time (p_c), s 0.2 0.0 9.3 1.2 0.0 6.9
Intersection Summary
HCM 7th Control Delay, s/veh 37.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/24/2026
2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 287 560 96 169 116 346 994 68 94 947 120 Future Volume (veh/h) 144 287 560 96 169 116 346 994 68 94 947 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1841 1856 1885 1841 1856 1781 1796 1885 1885 1856 1856 Adj Flow Rate, veh/h 157 312 133 104 184 22 376 1080 34 102 1029 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 4 3 1 4 3 8 7 1 1 3 3
Cap, veh/h 185 420 189 129 311 138 441 2868 921 196 2570 Arrive On Green 0.10 0.12 0.12 0.07 0.09 0.09 0.13 0.58 0.58 0.06 0.51 0.00 Sat Flow, veh/h 1795 3497 1572 1795 3497 1550 3291 4904 1575 3483 5066 1572 Grp Volume(v), veh/h 157 312 133 104 184 22 376 1080 34 102 1029 0 Grp Sat Flow(s),veh/h/ln1795 1749 1572 1795 1749 1550 1646 1635 1575 1742 1689 1572 Q Serve(g_s), s 10.3 10.3 9.8 6.8 6.1 1.6 13.4 14.1 1.1 3.4 15.1 0.0 Cycle Q Clear(g_c), s 10.3 10.3 9.8 6.8 6.1 1.6 13.4 14.1 1.1 3.4 15.1 0.0 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 185 420 189 129 311 138 441 2868 921 196 2570 V/C Ratio(X) 0.85 0.74 0.70 0.81 0.59 0.16 0.85 0.38 0.04 0.52 0.40 Avail Cap(c_a), veh/h 329 583 262 239 428 190 576 2868 921 464 2570 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.00 Uniform Delay (d), s/veh 52.9 51.0 50.7 54.9 52.6 50.5 50.8 13.3 10.6 55.0 18.3 0.0 Incr Delay (d2), s/veh 4.1 4.9 8.1 4.4 3.8 1.1 9.5 0.4 0.1 0.7 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 4.7 4.2 3.2 2.8 0.7 6.0 4.9 0.4 1.5 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.0 55.9 58.8 59.3 56.4 51.7 60.3 13.6 10.6 55.7 18.7 0.0 LnGrp LOS E E E E E D E B B E B
Approach Vol, veh/h 602 310 1490 1131
Approach Delay, s/veh 56.8 57.0 25.3 22.0
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.8 76.2 12.6 20.4 20.1 66.9 16.4 16.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s 16.0 48.0 16.0 20.0 21.0 43.0 22.0 * 15 Max Q Clear Time (g_c+I1), s 5.4 16.1 8.8 12.3 15.4 17.1 12.3 8.1 Green Ext Time (p_c), s 0.1 9.8 0.1 2.1 0.7 10.4 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 32.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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Roseville City CouncilOctober 7, 2026

Roseville City Council
October 7, 2026