Agenda packet — Roseville City Council, October 7, 2026 (part 22 of 23)

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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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) 07/24/2026
2028 With Project AM 12:40 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) 256 75 26 542 445 194
Future Volume (veh/h) 256 75 26 542 445 194
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 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 38 786 645 281
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Percent Heavy Veh, %210851
Cap, veh/h 486 436 79 1643 1113 497
Arrive On Green 0.27 0.27 0.04 0.49 0.32 0.32
Sat Flow, veh/h 1781 1598 1810 3474 3561 1548
Grp Volume(v), veh/h 371 109 38 786 645 281
Grp Sat Flow(s),veh/h/ln1781 1598 1810 1692 1735 1548
Q Serve(g_s), s 7.1 2.0 0.8 5.8 5.8 5.6
Cycle Q Clear(g_c), s 7.1 2.0 0.8 5.8 5.8 5.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 486 436 79 1643 1113 497
V/C Ratio(X) 0.76 0.25 0.48 0.48 0.58 0.57
Avail Cap(c_a), veh/h 862 773 243 2547 1725 770
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 12.4 10.6 17.4 6.4 10.5 10.5
Incr Delay (d2), s/veh 2.5 0.3 4.5 0.2 0.5 1.0
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 0.4 1.1 1.5 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.0 10.9 21.9 6.6 11.0 11.5
LnGrp LOSBBCABB
Approach Vol, veh/h 480 824 926
Approach Delay, s/veh 14.0 7.3 11.2
Approach LOSBAB
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 22.6 14.6 6.1 16.4
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 7.8 9.1 2.8 7.8
Green Ext Time (p_c), s 5.1 1.1 0.0 3.8
Intersection Summary
HCM 7th Control Delay, s/veh 10.4
HCM 7th LOSB

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/24/2026
2028 With Project AM 12:40 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) 49 160 148 515 500 18
Future Volume (veh/h) 49 160 148 515 500 18
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 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 70 229 211 736 714 26
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Percent Heavy Veh, %011740
Cap, veh/h 349 308 272 2008 1146 503
Arrive On Green 0.19 0.19 0.15 0.59 0.33 0.33
Sat Flow, veh/h 1810 1598 1795 3503 3589 1535
Grp Volume(v), veh/h 70 229 211 736 714 26
Grp Sat Flow(s),veh/h/ln1810 1598 1795 1706 1749 1535
Q Serve(g_s), s 1.3 5.6 4.7 4.7 7.1 0.5
Cycle Q Clear(g_c), s 1.3 5.6 4.7 4.7 7.1 0.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 349 308 272 2008 1146 503
V/C Ratio(X) 0.20 0.74 0.78 0.37 0.62 0.05
Avail Cap(c_a), veh/h 725 640 458 2860 1657 727
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 13.9 15.6 16.8 4.4 11.7 9.5
Incr Delay (d2), s/veh 0.3 3.5 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 5.0 1.9 0.7 2.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.2 19.2 21.5 4.6 12.3 9.5
LnGrp LOSBBCABA
Approach Vol, veh/h 299 947 740
Approach Delay, s/veh 18.0 8.3 12.2
Approach LOSBAB
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 28.7 12.4 10.7 18.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 34.5 16.5 10.5 19.5
Max Q Clear Time (g_c+I1), s 6.7 7.6 6.7 9.1
Green Ext Time (p_c), s 5.2 0.7 0.2 3.4
Intersection Summary
HCM 7th Control Delay, s/veh 11.2
HCM 7th LOSB
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 07/24/2026
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) 17 113 80 71 48 58 32 417 54 23 251 7 Future Volume (veh/h) 17 113 80 71 48 58 32 417 54 23 251 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 39 502 65 28 302 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 318 328 280 264 279 244 121 827 372 90 767 320 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 39 502 65 28 302 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 6.4 1.6 0.8 3.7 0.2 Cycle Q Clear(g_c), s 0.5 3.2 2.6 2.2 1.4 1.9 1.0 6.4 1.6 0.8 3.7 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 318 328 280 264 279 244 121 827 372 90 767 320 V/C Ratio(X) 0.06 0.41 0.34 0.33 0.21 0.29 0.32 0.61 0.17 0.31 0.39 0.03 Avail Cap(c_a), veh/h 728 753 642 688 729 637 728 2792 1255 705 2769 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 17.1 18.2 18.0 18.7 18.4 18.6 22.1 16.9 15.0 22.7 16.5 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 1.4 0.9 0.8 0.5 0.7 0.4 2.1 0.5 0.3 1.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.2 19.1 18.7 19.4 18.7 19.2 23.6 17.6 15.3 24.6 16.8 15.1 LnGrp LOS B B B B B B C B B C B B
Approach Vol, veh/h 252 214 606 338
Approach Delay, s/veh 18.8 19.2 17.7 17.4
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 17.1 12.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s 20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 2.8 8.4 5.2 3.0 5.7 4.2
Green Ext Time (p_c), s 0.0 3.4 1.0 0.0 1.9 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 07/24/2026
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) 102 20 224 36 32 8 179 420 18 4 375 22 Future Volume (veh/h) 102 20 224 36 32 8 179 420 18 4 375 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 11 239 560 24 5 500 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 169 432 362 97 355 293 280 1285 599 15 788 338 Arrive On Green 0.10 0.25 0.25 0.06 0.21 0.21 0.17 0.42 0.42 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 11 239 560 24 5 500 29 Grp Sat Flow(s),veh/h/ln1616 1710 1432 1629 1710 1410 1629 1548 1444 1629 1561 1339 Q Serve(g_s), s 6.0 0.9 14.4 2.1 1.5 0.5 10.4 9.5 0.7 0.2 10.4 1.2 Cycle Q Clear(g_c), s 6.0 0.9 14.4 2.1 1.5 0.5 10.4 9.5 0.7 0.2 10.4 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 169 432 362 97 355 293 280 1285 599 15 788 338 V/C Ratio(X) 0.80 0.06 0.83 0.49 0.12 0.04 0.85 0.44 0.04 0.33 0.63 0.09 Avail Cap(c_a), veh/h 552 537 450 445 467 385 556 1692 789 445 1706 732 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 32.0 20.8 25.9 33.4 23.6 23.2 29.4 15.3 12.7 36.0 24.4 20.9 Incr Delay (d2), s/veh 3.4 0.2 16.3 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 0.4 6.4 0.9 0.7 0.2 3.9 2.9 0.2 0.1 3.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.4 21.0 42.1 34.8 24.3 23.4 32.3 15.7 12.8 40.7 25.9 21.1 LnGrp LOS D C D C C C C B B D C C
Approach Vol, veh/h 462 102 823 534
Approach Delay, s/veh 38.9 29.1 20.5 25.8
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s4.7 36.4 8.4 23.8 16.6 24.5 11.7 20.5 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), s 20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s 2.2 11.5 4.1 16.4 12.4 12.4 8.0 3.5 Green Ext Time (p_c), s 0.0 6.6 0.0 1.6 0.3 5.8 0.1 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 26.9
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.

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach 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) 28 8 267 52 7 7 95 682 15 10 905 18 Future Volume (veh/h) 28 8 267 52 7 7 95 682 15 10 905 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 9 128 922 20 14 1223 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 346 100 388 128 17 127 159 1624 739 41 1398 577 Arrive On Green 0.24 0.24 0.24 0.08 0.08 0.08 0.09 0.46 0.46 0.02 0.39 0.39 Sat Flow, veh/h 1418 411 1592 1612 207 1592 1767 3526 1605 1810 3554 1466 Grp Volume(v), veh/h 49 0 361 79 0 9 128 922 20 14 1223 24 Grp Sat Flow(s),veh/h/ln1829 0 1592 1819 0 1592 1767 1763 1605 1810 1777 1466 Q Serve(g_s), s 2.0 0.0 21.7 4.1 0.0 0.5 6.9 18.7 0.7 0.7 31.1 1.0 Cycle Q Clear(g_c), s 2.0 0.0 21.7 4.1 0.0 0.5 6.9 18.7 0.7 0.7 31.1 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 446 0 388 145 0 127 159 1624 739 41 1398 577 V/C Ratio(X) 0.11 0.00 0.93 0.55 0.00 0.07 0.81 0.57 0.03 0.34 0.87 0.04 Avail Cap(c_a), veh/h 468 0 407 372 0 326 362 1624 739 370 1454 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 0.0 36.2 43.3 0.0 41.6 43.7 19.3 14.4 47.1 27.4 18.3 Incr Delay (d2), s/veh 0.0 0.0 26.6 1.2 0.0 0.1 3.7 0.7 0.0 1.8 6.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 11.2 1.9 0.0 0.2 3.1 7.1 0.2 0.3 13.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.8 0.0 62.7 44.5 0.0 41.7 47.3 20.0 14.4 48.9 33.9 18.3 LnGrp LOS C E D D D B B D C B
Approach Vol, veh/h 410 88 1070 1261
Approach Delay, s/veh 58.7 44.2 23.1 33.8
Approach LOS E D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.2 51.0 28.7 12.8 44.5 11.8
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s 20.0 40.0 25.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 2.7 20.7 23.7 8.9 33.1 6.1 Green Ext Time (p_c), s 0.0 9.5 0.1 0.1 5.4 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 33.7
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 07/24/2026
2028 With Project AM 12:40 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) 160 180 104 718 867 144
Future Volume (veh/h) 160 180 104 718 867 144
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 1900 1870 1885 1826 1841 1900
Adj Flow Rate, veh/h 182 205 118 816 985 164
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %021540
Cap, veh/h 309 271 193 2235 1620 746
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 182 205 118 816 985 164
Grp Sat Flow(s),veh/h/ln1810 1585 1795 1735 1749 1610
Q Serve(g_s), s 5.0 6.7 3.4 5.9 11.4 3.3
Cycle Q Clear(g_c), s 5.0 6.7 3.4 5.9 11.4 3.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 309 271 193 2235 1620 746
V/C Ratio(X) 0.59 0.76 0.61 0.37 0.61 0.22
Avail Cap(c_a), veh/h 1404 1230 597 2235 2197 1011
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 20.7 21.4 23.1 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 21.4 23.0 26.2 4.7 11.6 9.0
LnGrp LOSCCCABA
Approach Vol, veh/h 387 934 1149
Approach Delay, s/veh 22.2 7.4 11.2
Approach LOSCAB
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 40.9 13.3 9.8 31.1
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 7.9 8.7 5.4 13.4
Green Ext Time (p_c), s 7.5 0.6 0.2 11.7
Intersection Summary
HCM 7th Control Delay, s/veh 11.5
HCM 7th LOSB

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb 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) 127 21 95 21 12 10 53 686 41 11 963 92 Future Volume (veh/h) 127 21 95 21 12 10 53 686 41 11 963 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 61 789 47 13 1107 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 81 48 111 141 1599 656 46 1453 657 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 61 789 47 13 1107 106 Grp Sat Flow(s),veh/h/ln1810 1900 1581 1842 0 1584 1781 1692 1389 1810 1735 1569 Q Serve(g_s), s 5.5 0.8 4.6 1.4 0.0 0.5 2.3 11.3 1.3 0.5 19.2 3.0 Cycle Q Clear(g_c), s 5.5 0.8 4.6 1.4 0.0 0.5 2.3 11.3 1.3 0.5 19.2 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 1599 656 46 1453 657 V/C Ratio(X) 0.69 0.11 0.59 0.29 0.00 0.10 0.43 0.49 0.07 0.28 0.76 0.16 Avail Cap(c_a), veh/h 514 539 449 523 0 450 506 2066 848 514 2118 958 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 29.9 27.8 29.5 31.1 0.0 30.7 30.9 12.8 10.1 33.7 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 3.5 0.3 0.2 6.5 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 28.0 32.5 32.4 0.0 31.1 33.0 13.0 10.2 37.0 18.5 12.9 LnGrp LOS C C C C C C B B D B B
Approach Vol, veh/h 279 49 897 1226
Approach Delay, s/veh 32.8 32.1 14.2 18.2
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 39.3 14.1 9.6 35.5 11.2
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s 20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s 2.5 13.3 7.5 4.3 21.2 3.4
Green Ext Time (p_c), s 0.0 5.7 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.

Page 2834 of 3079 ends

HCM 7th TWSC
37: Phillip Road & Passenger Vehicle Driveway 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 565 577 230 37 4
Future Vol, veh/h 26 565 577 230 37 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 614 627 250 40 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 877 0 - 0 1423 752
Stage 1 - - - - 752 -
Stage 2 - - - - 671 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 770 - - - 150 410
Stage 1 - - - - 466 -
Stage 2 - - - - 508 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 770 - - - 144 410
Mov Cap-2 Maneuver - - - - 144 -
Stage 1 - - - - 449 -
Stage 2 - - - - 508 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.43 0 37.61

HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 770 - - - 154
HCM Lane V/C Ratio 0.037 - - - 0.289
HCM Ctrl Dly (s/v) 9.9 - - - 37.6
HCM Lane LOS A - - - E
HCM 95th %tile Q(veh) 0.1 - - - 1.1

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HCM 7th TWSC
38: Philip Road/Phillip Road & Truck Driveway 07/24/2026 2028 With Project AM 12:40 pm 04/18/2025 Near Term Synchro 12 Report

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Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 561 550 31 30 3
Future Vol, veh/h 3 561 550 31 30 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 3 610 598 34 33 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 632 0 - 0 1231 615
Stage 1 - - - - 615 -
Stage 2 - - - - 616 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 951 - - - 196 491
Stage 1 - - - - 540 -
Stage 2 - - - - 539 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 951 - - - 195 491
Mov Cap-2 Maneuver - - - - 195 -
Stage 1 - - - - 538 -
Stage 2 - - - - 539 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.05 0 26.06

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 951 - - - 207
HCM Lane V/C Ratio 0.003 - - - 0.174
HCM Ctrl Dly (s/v) 8.8 - - - 26.1
HCM Lane LOS A - - - D
HCM 95th %tile Q(veh) 0 - - - 0.6

Page 2836 of 3079 ends

HCM Signalized Intersection Capacity Analysis
9: Fidelity Wy & Blue Oaks Blvd 08/31/2026
2028 With Project AM 12:40 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 (vph) 0 2498 277 9 1492 0 0 0 35 0 0 1051 Future Volume (vph) 0 2498 277 9 1492 0 0 0 35 0 0 1051 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 4.0 4.5 4.0
Lane Util. Factor 0.91 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.87 0.87
Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5036 1522 1626 3505 1550 1565
Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5036 1522 1626 3505 1550 1565
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 2629 292 9 1571 0 0 0 37 0 0 1106
RTOR Reduction (vph) 0 0 5 0 0 0 0 0 17 0 0 0
Lane Group Flow (vph) 0 2629 287 9 1571 0 0 0 20 0 0 1106 Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 0% 3% 4% 11% 3% 0% 0% 0% 6% 0% 0% 5% Turn Type NA Perm Prot NA Prot Free
Protected Phases 4 3 Free 8
Permitted Phases 4 Free
Actuated Green, G (s) 162.1 162.1 5.9 180.0 7.4 180.0
Effective Green, g (s) 162.1 162.1 5.9 180.0 7.4 180.0
Actuated g/C Ratio 0.90 0.90 0.03 1.00 0.04 1.00
Clearance Time (s) 6.0 6.0 6.0 4.5
Vehicle Extension (s) 5.5 5.5 5.5 3.0
Lane Grp Cap (vph) 4535 1370 53 3505 63 1565
v/s Ratio Prot 0.52 0.01 0.45 0.01
v/s Ratio Perm 0.19 c0.71
v/c Ratio 0.58 0.21 0.17 0.45 0.31 0.71
Uniform Delay, d1 1.9 1.1 84.7 0.0 83.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.3 3.7 0.4 2.8 2.7
Delay (s) 2.4 1.4 88.4 0.4 86.7 2.7
Level of Service A A F A F A
Approach Delay (s/veh) 2.3 0.9 86.7 2.7
Approach LOS A A F A
Intersection Summary
HCM 2000 Control Delay (s/veh) 2.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 180.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

Page 2837 of 3079 ends

HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project PM 1:04 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) 3 575 355 228 425 88 261 54 237 78 37 5 Future Volume (veh/h) 3 575 355 228 425 88 261 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 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 1648 1826 1885 1441 1752 1767 1722 1870 1856 1826 1767 Adj Flow Rate, veh/h 4 701 433 278 518 107 318 66 289 95 45 6 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 10 922 454 384 1570 591 369 757 367 123 284 122 Arrive On Green 0.01 0.29 0.29 0.11 0.40 0.40 0.22 0.23 0.23 0.07 0.08 0.08 Sat Flow, veh/h 1810 3131 1541 3483 3933 1480 1682 3272 1585 1767 3469 1497 Grp Volume(v), veh/h 4 701 433 278 518 107 318 66 289 95 45 6 Grp Sat Flow(s),veh/h/ln 1810 1566 1541 1742 1311 1480 1682 1636 1585 1767 1735 1497 Q Serve(g_s), s 0.1 12.4 16.9 4.7 5.6 2.9 11.1 1.0 10.5 3.2 0.7 0.2 Cycle Q Clear(g_c), s 0.1 12.4 16.9 4.7 5.6 2.9 11.1 1.0 10.5 3.2 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 10 922 454 384 1570 591 369 757 367 123 284 122 V/C Ratio(X) 0.41 0.76 0.95 0.72 0.33 0.18 0.86 0.09 0.79 0.77 0.16 0.05 Avail Cap(c_a), veh/h 148 922 454 427 1570 591 454 1424 690 286 1135 490 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 30.3 19.6 21.2 26.3 12.7 11.9 23.0 18.4 22.1 28.0 26.1 25.9 Incr Delay (d2), s/veh 25.5 3.7 30.8 5.3 0.1 0.1 13.4 0.0 3.8 9.9 0.3 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/ln 0.1 4.3 8.9 2.0 1.3 0.8 5.3 0.3 3.7 1.6 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.8 23.3 51.9 31.6 12.8 12.0 36.4 18.5 25.9 37.9 26.4 26.0 LnGrp LOS E C D C B B D B C D C C
Approach Vol, veh/h 1138 903 673 146
Approach Delay, s/veh 34.3 18.5 30.1 33.8
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 18.6 11.2 22.5 17.9 9.5 4.8 28.9 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 9.9 26.6 7.5 18.0 16.5 20.0 5.0 20.5 Max Q Clear Time (g_c+I1), s 5.2 12.5 6.7 18.9 13.1 2.7 2.1 7.6 Green Ext Time (p_c), s 0.1 1.1 0.1 0.0 0.3 0.1 0.0 3.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.3
HCM 7th LOS C

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

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 829 49 71 765 132 33 91 62 98 95 55 Future Volume (veh/h) 44 829 49 71 765 132 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 1.00 1.00 1.00 1.00 0.93 1.00 0.81 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 51 964 57 83 890 153 38 106 72 114 110 64 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 73 1490 492 108 1497 492 61 192 152 144 281 191 Arrive On Green 0.04 0.31 0.31 0.06 0.32 0.32 0.03 0.10 0.10 0.08 0.15 0.15 Sat Flow, veh/h 1739 4863 1605 1810 4621 1518 1795 1885 1494 1753 1870 1268 Grp Volume(v), veh/h 51 964 57 83 890 153 38 106 72 114 110 64 Grp Sat Flow(s),veh/h/ln1739 1621 1605 1810 1540 1518 1795 1885 1494 1753 1870 1268 Q Serve(g_s), s 1.3 7.6 1.1 2.0 7.2 3.4 0.9 2.4 2.0 2.8 2.4 2.0 Cycle Q Clear(g_c), s 1.3 7.6 1.1 2.0 7.2 3.4 0.9 2.4 2.0 2.8 2.4 2.0 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 73 1490 492 108 1497 492 61 192 152 144 281 191 V/C Ratio(X) 0.70 0.65 0.12 0.77 0.59 0.31 0.63 0.55 0.47 0.79 0.39 0.34 Avail Cap(c_a), veh/h 684 1969 650 712 1871 614 182 212 168 177 281 191 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 21.0 13.3 11.1 20.6 12.6 11.3 21.2 19.0 18.8 20.0 17.0 16.9 Incr Delay (d2), s/veh 11.3 0.5 0.1 10.9 0.4 0.4 10.2 2.5 2.3 17.5 0.9 1.0 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/ln0.7 2.1 0.3 1.0 1.7 0.8 0.5 1.0 0.6 1.7 0.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.3 13.8 11.2 31.5 13.0 11.7 31.4 21.5 21.1 37.6 17.9 17.9 LnGrp LOS C B B C B B C C C D B B
Approach Vol, veh/h 1072 1126 216 288
Approach Delay, s/veh 14.6 14.2 23.1 25.7
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.7 9.5 7.7 18.6 6.5 11.7 6.9 19.4 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 4.5 5.0 17.5 18.0 4.5 5.0 17.5 18.0 Max Q Clear Time (g_c+I1), s 4.8 4.4 4.0 9.6 2.9 4.4 3.3 9.2 Green Ext Time (p_c), s 0.0 0.0 0.1 3.9 0.0 0.0 0.1 3.9 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
3: Fiddyment Rd & Blue Oaks Blvd 07/24/2026
2028 With Project PM 1:04 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) 168 664 75 674 758 444 65 550 476 301 502 119 Future Volume (veh/h) 168 664 75 674 758 444 65 550 476 301 502 119 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 191 755 55 766 861 305 74 625 314 342 570 83 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 386 817 217 866 1477 470 289 728 330 431 838 370 Arrive On Green 0.11 0.16 0.16 0.25 0.29 0.29 0.09 0.21 0.21 0.12 0.24 0.24 Sat Flow, veh/h 3510 5106 1359 3428 5066 1610 3100 3497 1583 3510 3526 1558 Grp Volume(v), veh/h 191 755 55 766 861 305 74 625 314 342 570 83 Grp Sat Flow(s),veh/h/ln1755 1702 1359 1714 1689 1610 1550 1749 1583 1755 1763 1558 Q Serve(g_s), s 4.7 13.3 2.4 19.6 13.2 9.7 2.0 15.7 17.9 8.6 13.4 3.9 Cycle Q Clear(g_c), s 4.7 13.3 2.4 19.6 13.2 9.7 2.0 15.7 17.9 8.6 13.4 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 386 817 217 866 1477 470 289 728 330 431 838 370 V/C Ratio(X) 0.50 0.92 0.25 0.88 0.58 0.65 0.26 0.86 0.95 0.79 0.68 0.22 Avail Cap(c_a), veh/h 808 817 217 2028 2664 847 679 728 330 1308 1275 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 37.8 17.7 32.8 27.6 11.6 38.4 34.8 35.7 38.9 31.6 28.0 Incr Delay (d2), s/veh 0.4 16.4 1.0 1.2 0.5 2.2 0.2 10.7 37.7 1.3 1.9 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/ln1.9 6.5 1.1 7.6 5.0 5.1 0.7 7.4 9.8 3.6 5.6 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.6 54.2 18.8 34.1 28.1 13.8 38.6 45.6 73.3 40.2 33.5 28.6 LnGrp LOS D D B C C B D D E D C C
Approach Vol, veh/h 1001 1932 1013 995
Approach Delay, s/veh 49.3 28.2 53.7 35.4
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.2 25.0 28.1 21.0 14.5 27.7 16.4 32.6 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 34.0 19.0 54.0 14.6 20.0 33.0 21.0 * 48 Max Q Clear Time (g_c+I1), s 10.6 19.9 21.6 15.3 4.0 15.4 6.7 15.2 Green Ext Time (p_c), s 0.6 0.0 1.4 0.0 0.1 6.0 0.3 11.4 Intersection Summary
HCM 7th Control Delay, s/veh 39.2
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.

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HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/24/2026 2028 With Project PM 1:04 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 1750 47 31 2107 246 23 7 28 196 3 36 Future Volume (veh/h) 39 1750 47 31 2107 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 0.95 1.00 0.98 1.00 0.68 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 1900 1841 1870 1885 1826 1870 1885 1841 1900 Adj Flow Rate, veh/h 46 2083 56 37 2508 293 27 8 33 276 0 0 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 118 2834 846 75 2668 823 148 150 89 571 293 0 Arrive On Green 0.07 0.55 0.55 0.08 1.00 1.00 0.08 0.08 0.08 0.16 0.00 0.00 Sat Flow, veh/h 1810 5106 1525 1810 5025 1549 1795 1826 1078 3591 1841 0 Grp Volume(v), veh/h 46 2083 56 37 2508 293 27 8 33 276 0 0 Grp Sat Flow(s),veh/h/ln1810 1702 1525 1810 1675 1549 1795 1826 1078 1795 1841 0 Q Serve(g_s), s 2.9 36.8 2.0 2.3 0.0 0.0 1.7 0.5 3.5 8.4 0.0 0.0 Cycle Q Clear(g_c), s 2.9 36.8 2.0 2.3 0.0 0.0 1.7 0.5 3.5 8.4 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 118 2834 846 75 2668 823 148 150 89 571 293 0 V/C Ratio(X) 0.39 0.74 0.07 0.49 0.94 0.36 0.18 0.05 0.37 0.48 0.00 0.00 Avail Cap(c_a), veh/h 241 2834 846 392 2668 823 230 234 138 601 308 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) 0.46 0.46 0.46 0.44 0.44 0.44 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.8 20.1 12.3 53.8 0.0 0.0 51.3 50.8 52.1 46.0 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.8 0.1 0.8 4.0 0.5 0.2 0.1 1.0 0.2 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/ln1.3 13.5 0.7 1.0 1.0 0.1 0.8 0.2 0.9 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 20.9 12.4 54.7 4.0 0.5 51.5 50.8 53.1 46.2 0.0 0.0 LnGrp LOS D C B D A A D D D D
Approach Vol, veh/h 2185 2838 68 276
Approach Delay, s/veh 21.4 4.3 52.2 46.2
Approach LOS C A D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.5 9.0 72.6 24.0 11.8 69.7
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 5.5 4.3 38.8 10.4 4.9 2.0
Green Ext Time (p_c), s 0.1 0.0 0.2 0.4 0.0 45.6
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
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.

Page 2841 of 3079 ends

HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project PM 1:04 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 1580 185 359 1910 209 369 124 208 160 79 59 Future Volume (veh/h) 121 1580 185 359 1910 209 369 124 208 160 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 0.98 1.00 1.00 1.00 0.98 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1870 1856 1826 1678 1885 1826 1870 1870 1885 1885 Adj Flow Rate, veh/h 134 1756 206 399 2122 232 410 138 231 178 88 66 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 287 2376 724 458 2575 731 467 534 239 287 369 156 Arrive On Green 0.11 0.62 0.62 0.27 1.00 1.00 0.13 0.15 0.15 0.08 0.10 0.10 Sat Flow, veh/h 3483 5106 1556 3428 4985 1416 3483 3469 1551 3456 3582 1515 Grp Volume(v), veh/h 134 1756 206 399 2122 232 410 138 231 178 88 66 Grp Sat Flow(s),veh/h/ln1742 1702 1556 1714 1662 1416 1742 1735 1551 1728 1791 1515 Q Serve(g_s), s 4.3 29.0 7.3 13.3 0.0 0.0 13.9 4.2 17.8 6.0 2.7 4.9 Cycle Q Clear(g_c), s 4.3 29.0 7.3 13.3 0.0 0.0 13.9 4.2 17.8 6.0 2.7 4.9 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 287 2376 724 458 2575 731 467 534 239 287 369 156 V/C Ratio(X) 0.47 0.74 0.28 0.87 0.82 0.32 0.88 0.26 0.97 0.62 0.24 0.42 Avail Cap(c_a), veh/h 610 2376 724 1028 2575 731 522 534 239 605 576 244 HCM Platoon Ratio 1.33 1.33 1.33 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 0.59 0.59 0.59 0.90 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 17.7 13.6 43.0 0.0 0.0 51.0 44.7 50.5 53.2 49.5 50.5 Incr Delay (d2), s/veh 0.3 1.5 0.7 1.2 1.9 0.7 12.4 0.3 46.4 0.8 0.5 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 8.9 2.4 4.8 0.5 0.1 6.7 1.8 9.8 2.6 1.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.3 19.2 14.3 44.2 1.9 0.7 63.4 45.0 96.9 54.0 50.0 53.3 LnGrp LOS D B B D A A E D F D D D
Approach Vol, veh/h 2096 2753 779 332
Approach Delay, s/veh 20.8 7.9 70.1 52.8
Approach LOS C A E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.0 24.2 20.0 61.8 20.1 18.1 13.9 68.0 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 21.0 16.3 36.0 27.0 18.0 19.3 21.0 42.0 Max Q Clear Time (g_c+I1), s 8.0 19.8 15.3 31.0 15.9 6.9 6.3 2.0 Green Ext Time (p_c), s 0.2 0.0 0.7 0.0 0.2 0.7 0.2 38.1 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 PM 1:04 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 1825 70 259 2318 30 46 10 130 26 12 9 Future Volume (veh/h) 37 1825 70 259 2318 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 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 39 1941 74 276 2466 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 2 4 3 5 0 0 0 1 0 0 0
Cap, veh/h 77 2872 865 329 3071 971 370 0 163 148 81 63 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 5106 1538 3428 4985 1576 3619 0 1598 1810 996 766 Grp Volume(v), veh/h 39 1941 74 276 2466 32 57 0 138 28 0 23 Grp Sat Flow(s),veh/h/ln1810 1702 1538 1714 1662 1576 1810 0 1598 1810 0 1762 Q Serve(g_s), s 2.5 0.0 0.0 9.3 0.0 0.0 1.7 0.0 10.2 1.7 0.0 1.5 Cycle Q Clear(g_c), s 2.5 0.0 0.0 9.3 0.0 0.0 1.7 0.0 10.2 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 2872 865 329 3071 971 370 0 163 148 0 144 V/C Ratio(X) 0.51 0.68 0.09 0.84 0.80 0.03 0.15 0.00 0.85 0.19 0.00 0.16 Avail Cap(c_a), veh/h 241 2872 865 457 3071 971 455 0 201 241 0 235 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) 0.58 0.58 0.58 0.53 0.53 0.53 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.7 0.0 0.0 47.6 0.0 0.0 49.1 0.0 52.9 51.4 0.0 51.3 Incr Delay (d2), s/veh 1.1 0.8 0.1 3.9 1.2 0.0 0.1 0.0 19.9 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 0.4 0.0 0.8 0.0 4.9 0.8 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.8 0.8 0.1 51.4 1.2 0.0 49.2 0.0 72.8 51.6 0.0 51.5 LnGrp LOS D A A D A A D E D D
Approach Vol, veh/h 2054 2774 195 51
Approach Delay, s/veh 1.8 6.2 65.9 51.5
Approach LOS A A E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.2 15.5 73.5 13.8 9.1 79.9
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 12.2 11.3 2.0 3.7 4.5 2.0
Green Ext Time (p_c), s 0.1 0.2 42.2 0.1 0.0 48.5
Intersection Summary
HCM 7th Control Delay, s/veh 7.2
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.

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HCM 7th Signalized Intersection Summary
7: Blue Oaks Blvd & New Meadow Dr 07/24/2026
2028 With Project PM 1:04 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 1961 0 2574 319 180 26
Future Volume (veh/h) 27 1961 0 2574 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 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 30 2179 2860 354 200 29
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 84 5255 3669 1176 351 155
Arrive On Green 0.09 1.00 0.74 0.74 0.10 0.10
Sat Flow, veh/h 1767 6696 5149 1598 3510 1547
Grp Volume(v), veh/h 30 2179 2860 354 200 29
Grp Sat Flow(s),veh/h/ln1767 1609 1662 1598 1755 1547
Q Serve(g_s), s 1.9 0.0 42.6 9.0 6.5 2.1
Cycle Q Clear(g_c), s 1.9 0.0 42.6 9.0 6.5 2.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 84 5255 3669 1176 351 155
V/C Ratio(X) 0.36 0.41 0.78 0.30 0.57 0.19
Avail Cap(c_a), veh/h 236 5255 3669 1176 614 271
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.72 0.72 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.6 0.0 9.8 5.4 51.5 49.5
Incr Delay (d2), s/veh 0.7 0.2 1.7 0.7 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 12.3 2.6 2.9 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.3 0.2 11.5 6.0 52.1 49.7
LnGrp LOS D A B A D D
Approach Vol, veh/h 2209 3214 229
Approach Delay, s/veh 0.9 10.9 51.8
Approach LOS A B D
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 104.0 16.0 9.7 94.3
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 8.5 3.9 44.6
Green Ext Time (p_c), s 52.6 0.3 0.0 24.0
Intersection Summary
HCM 7th Control Delay, s/veh 8.7
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 PM 1:04 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 1728 322 340 2535 124 320 44 366 374 196 90 Future Volume (veh/h) 66 1728 322 340 2535 124 320 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 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 71 1858 183 366 2726 60 344 47 0 402 211 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 2 1 2 4 3 6 5 8 14 6 0
Cap, veh/h 263 2516 777 421 2708 837 398 254 455 344 161 Arrive On Green 0.08 0.49 0.49 0.12 0.54 0.54 0.12 0.07 0.00 0.15 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 71 1858 183 366 2726 60 344 47 0 402 211 97 Grp Sat Flow(s),veh/h/ln1742 1702 1577 1728 1675 1553 1673 1735 1510 1564 1721 1610 Q Serve(g_s), s 2.3 34.8 8.0 12.5 64.7 2.2 12.1 1.5 0.0 15.1 7.1 6.9 Cycle Q Clear(g_c), s 2.3 34.8 8.0 12.5 64.7 2.2 12.1 1.5 0.0 15.1 7.1 6.9 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 263 2516 777 421 2708 837 398 254 455 344 161 V/C Ratio(X) 0.27 0.74 0.24 0.87 1.01 0.07 0.86 0.18 0.88 0.61 0.60 Avail Cap(c_a), veh/h 464 2516 777 461 2708 837 446 434 547 594 278 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 0.70 0.70 0.70 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 24.3 17.5 51.8 27.7 13.3 51.9 52.2 0.0 50.3 51.8 51.7 Incr Delay (d2), s/veh 0.2 2.0 0.7 10.5 16.1 0.1 13.7 0.7 0.0 12.4 6.3 12.5 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/ln1.0 13.5 2.9 5.9 27.2 0.8 5.7 0.7 0.0 6.6 3.3 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.6 26.3 18.2 62.3 43.7 13.4 65.6 52.9 0.0 62.7 58.1 64.2 LnGrp LOS D C B E F B E D E E E
Approach Vol, veh/h 2112 3152 391 710
Approach Delay, s/veh 26.4 45.3 64.1 61.5
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.5 14.8 18.6 65.1 18.3 18.0 13.1 70.7 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 21.0 15.0 16.0 48.0 16.0 * 21 16.0 48.0 Max Q Clear Time (g_c+I1), s 17.1 3.5 14.5 36.8 14.1 9.1 4.3 66.7 Green Ext Time (p_c), s 0.3 0.2 0.1 10.6 0.1 2.6 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 42.0
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.

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HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/24/2026
2028 With Project PM 1:04 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.

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HCM 7th Signalized Intersection Summary
9: Fidelity Wy & Blue Oaks Blvd 07/24/2026
2028 With Project PM 1:04 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 PM 1:04 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 2254 259 313 1226 221 541 1 563 171 355 465 Future Volume (veh/h) 0 2254 259 313 1226 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 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 1900 1856 1870 1856 1826 Adj Flow Rate, veh/h 0 2450 282 340 1333 0 588 1 612 186 386 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 2644 656 405 2014 571 0 790 208 411
Arrive On Green 0.00 0.41 0.41 0.12 0.57 0.00 0.17 0.17 0.17 0.12 0.12 0.00 Sat Flow, veh/h 0 6643 1584 3401 3554 1598 3428 0 2763 1781 3526 1547 Grp Volume(v), veh/h 0 2450 282 340 1333 0 588 0 612 186 386 0 Grp Sat Flow(s),veh/h/ln 0 1596 1584 1700 1777 1598 1714 0 1381 1781 1763 1547 Q Serve(g_s), s 0.0 43.8 15.2 11.7 31.2 0.0 20.0 0.0 20.0 12.4 13.0 0.0 Cycle Q Clear(g_c), s 0.0 43.8 15.2 11.7 31.2 0.0 20.0 0.0 20.0 12.4 13.0 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 2644 656 405 2014 571 0 790 208 411 V/C Ratio(X) 0.00 0.93 0.43 0.84 0.66 1.03 0.00 0.77 0.90 0.94 Avail Cap(c_a), veh/h 0 2644 656 879 2014 571 0 790 208 411 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 0.79 0.79 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 33.4 25.0 51.7 18.0 0.0 50.0 0.0 39.3 52.3 52.6 0.0 Incr Delay (d2), s/veh 0.0 5.8 1.6 1.8 1.7 0.0 45.3 0.0 4.4 36.6 29.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 17.6 6.0 5.0 12.1 0.0 12.1 0.0 8.4 7.6 7.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 39.2 26.7 53.5 19.8 0.0 95.3 0.0 43.7 88.8 82.4 0.0 LnGrp LOS D C D B F D F F
Approach Vol, veh/h 2732 1673 1200 572
Approach Delay, s/veh 37.9 26.6 69.0 84.5
Approach LOS D C E F
Timer - Assigned Phs 2 3 4 6 8
Phs Duration (G+Y+Rc), s 26.0 18.3 55.7 20.0 74.0
Change Period (Y+Rc), s 6.0 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 20.0 31.0 33.0 14.0 68.0
Max Q Clear Time (g_c+I1), s 22.0 13.7 45.8 15.0 33.2
Green Ext Time (p_c), s 0.0 0.6 0.0 0.0 22.4
Intersection Summary
HCM 7th Control Delay, s/veh 45.2
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 2848 of 3079 ends

HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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 1307 1900 1900 1900 1900 789 1900 1900 1900 Adj Flow Rate, veh/h 0 0 0 16 0 0 0 0 7 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 27 78 35 25 1262 234 25 1262 563
Arrive On Green 0.00 0.00 0.00 0.02 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 16 0 0 0 0 7 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 0.2 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 0.2 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 27 78 35 25 1262 234 25 1262 563 V/C Ratio(X) 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 Avail Cap(c_a), veh/h 632 4541 2026 1610 7948 3545 1227 5172 957 1227 5172 2307 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 3.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 19.4 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 0.2 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 26.3 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 16 7 0
Approach Delay, s/veh 0.0 26.3 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 4.8 0.0 0.0 9.5 0.0 4.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 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 2.2 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 19.3
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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) 14 119 25 86 132 383 31 177 67 440 137 17 Future Volume (veh/h) 14 119 25 86 132 383 31 177 67 440 137 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 0.98 1.00 1.00 1.00 0.89 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 18 151 32 109 167 485 39 224 85 557 173 22 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 122 1054 415 293 1228 542 79 295 126 591 1309 597 Arrive On Green 0.04 0.30 0.30 0.08 0.35 0.35 0.05 0.09 0.09 0.33 0.38 0.38 Sat Flow, veh/h 3456 3554 1398 3483 3554 1570 1725 3357 1432 1781 3413 1556 Grp Volume(v), veh/h 18 151 32 109 167 485 39 224 85 557 173 22 Grp Sat Flow(s),veh/h/ln1728 1777 1398 1742 1777 1570 1725 1678 1432 1781 1706 1556 Q Serve(g_s), s 0.5 3.2 1.7 3.0 3.3 29.9 2.3 6.7 5.9 31.1 3.4 0.9 Cycle Q Clear(g_c), s 0.5 3.2 1.7 3.0 3.3 29.9 2.3 6.7 5.9 31.1 3.4 0.9 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 122 1054 415 293 1228 542 79 295 126 591 1309 597 V/C Ratio(X) 0.15 0.14 0.08 0.37 0.14 0.89 0.49 0.76 0.67 0.94 0.13 0.04 Avail Cap(c_a), veh/h 440 1123 442 682 1367 604 127 305 130 1185 2365 1078 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 26.4 25.9 44.2 23.0 31.7 47.6 45.5 45.2 33.2 20.5 19.7 Incr Delay (d2), s/veh 0.2 0.2 0.2 0.3 0.1 16.9 1.8 12.9 17.9 3.5 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/ln0.2 1.3 0.6 1.3 1.3 13.1 1.0 3.2 2.6 13.3 1.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.0 26.6 26.1 44.5 23.1 48.6 49.4 58.4 63.1 36.7 20.7 19.8 LnGrp LOS D C C D C D D E E D C B
Approach Vol, veh/h 201 761 348 752
Approach Delay, s/veh 28.4 42.4 58.6 32.5
Approach LOS C D E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s38.9 14.7 12.6 36.0 8.7 44.9 7.6 41.0 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 68.0 9.3 20.0 32.3 7.5 70.8 13.0 39.3 Max Q Clear Time (g_c+I1), s 33.1 8.7 5.0 5.2 4.3 5.4 2.5 31.9 Green Ext Time (p_c), s 0.8 0.2 0.1 1.9 0.0 4.2 0.0 3.3 Intersection Summary
HCM 7th Control Delay, s/veh 40.2
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
13: Market St & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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) 50 693 9 69 715 131 16 81 72 113 79 62 Future Volume (veh/h) 50 693 9 69 715 131 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 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 62 856 11 85 883 162 20 100 89 140 98 77 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 157 1355 604 167 1153 212 34 170 173 162 113 89 Arrive On Green 0.09 0.38 0.38 0.10 0.39 0.39 0.11 0.11 0.11 0.21 0.21 0.21 Sat Flow, veh/h 1810 3582 1595 1725 2970 545 312 1558 1585 780 546 429 Grp Volume(v), veh/h 62 856 11 85 524 521 120 0 89 315 0 0 Grp Sat Flow(s),veh/h/ln1810 1791 1595 1725 1763 1752 1870 0 1585 1754 0 0 Q Serve(g_s), s 3.0 17.8 0.4 4.3 23.6 23.6 5.6 0.0 4.8 15.8 0.0 0.0 Cycle Q Clear(g_c), s 3.0 17.8 0.4 4.3 23.6 23.6 5.6 0.0 4.8 15.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.31 0.17 1.00 0.44 0.24
Lane Grp Cap(c), veh/h 157 1355 604 167 685 680 204 0 173 364 0 0 V/C Ratio(X) 0.39 0.63 0.02 0.51 0.77 0.77 0.59 0.00 0.51 0.87 0.00 0.00 Avail Cap(c_a), veh/h 397 1570 699 378 831 826 410 0 347 634 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 39.4 23.2 17.8 39.1 24.3 24.3 38.7 0.0 38.4 34.9 0.0 0.0 Incr Delay (d2), s/veh 0.6 1.0 0.0 0.9 4.4 4.4 1.0 0.0 0.9 2.5 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/ln1.3 7.4 0.1 1.8 10.3 10.2 2.6 0.0 1.9 6.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.0 24.1 17.8 40.0 28.7 28.7 39.7 0.0 39.2 37.4 0.0 0.0 LnGrp LOS D C B D C C D D D
Approach Vol, veh/h 929 1130 209 315
Approach Delay, s/veh 25.1 29.6 39.5 37.4
Approach LOS C C D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.2 12.8 40.2 22.9 11.9 41.1
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 7.6 6.3 19.8 17.8 5.0 25.6 Green Ext Time (p_c), s 0.4 0.1 9.2 1.1 0.0 9.8
Intersection Summary
HCM 7th Control Delay, s/veh 29.7
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 PM 1:04 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) 79 537 468 451 691 122 549 899 458 162 814 89 Future Volume (veh/h) 79 537 468 451 691 122 549 899 458 162 814 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 0.99 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 89 603 327 507 776 59 617 1010 189 182 915 33 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 269 970 431 587 1289 556 563 1404 444 245 948 297 Arrive On Green 0.08 0.27 0.27 0.17 0.37 0.37 0.17 0.29 0.29 0.07 0.19 0.19 Sat Flow, veh/h 3401 3582 1590 3374 3526 1522 3291 4863 1540 3374 4985 1560 Grp Volume(v), veh/h 89 603 327 507 776 59 617 1010 189 182 915 33 Grp Sat Flow(s),veh/h/ln1700 1791 1590 1687 1763 1522 1646 1621 1540 1687 1662 1560 Q Serve(g_s), s 2.6 15.5 19.9 15.4 18.8 2.7 18.0 19.6 10.5 5.6 19.2 1.8 Cycle Q Clear(g_c), s 2.6 15.5 19.9 15.4 18.8 2.7 18.0 19.6 10.5 5.6 19.2 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 269 970 431 587 1289 556 563 1404 444 245 948 297 V/C Ratio(X) 0.33 0.62 0.76 0.86 0.60 0.11 1.10 0.72 0.43 0.74 0.97 0.11 Avail Cap(c_a), veh/h 1067 1236 549 1796 1978 854 563 1404 444 385 948 297 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 45.8 33.6 35.2 42.2 27.1 22.0 43.6 33.6 30.3 47.8 42.2 35.2 Incr Delay (d2), s/veh 0.3 1.1 6.1 1.5 0.7 0.1 66.6 2.0 1.0 1.7 21.4 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/ln1.1 6.6 8.0 6.3 7.6 0.9 12.2 7.6 3.8 2.3 9.4 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.1 34.7 41.3 43.8 27.8 22.1 110.2 35.6 31.4 49.5 63.6 35.6 LnGrp LOS D C D D C C F D C D E D
Approach Vol, veh/h 1019 1342 1816 1130
Approach Delay, s/veh 37.8 33.6 60.5 60.5
Approach LOS D C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.6 36.8 22.3 34.5 22.0 26.4 12.3 44.4 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 25.6 56.0 * 36 18.0 * 20 33.0 59.0 Max Q Clear Time (g_c+I1), s 7.6 21.6 17.4 21.9 20.0 21.2 4.6 20.8 Green Ext Time (p_c), s 0.1 2.9 0.9 6.6 0.0 0.0 0.1 9.0 Intersection Summary
HCM 7th Control Delay, s/veh 49.4
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 PM 1:04 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 1041 173 203 1173 226 242 276 174 223 393 124 Future Volume (veh/h) 106 1041 173 203 1173 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 1.00 1.00 0.93 1.00 0.89 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 119 1170 194 228 1318 254 272 310 196 251 442 139 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 195 1317 573 391 1515 680 312 860 363 305 898 352 Arrive On Green 0.06 0.37 0.37 0.22 0.87 0.87 0.09 0.24 0.24 0.09 0.25 0.25 Sat Flow, veh/h 3401 3582 1558 3483 3469 1557 3401 3554 1500 3456 3554 1395 Grp Volume(v), veh/h 119 1170 194 228 1318 254 272 310 196 251 442 139 Grp Sat Flow(s),veh/h/ln1700 1791 1558 1742 1735 1557 1700 1777 1500 1728 1777 1395 Q Serve(g_s), s 4.1 36.8 7.9 7.0 24.0 2.5 9.5 8.7 13.7 8.6 12.7 9.9 Cycle Q Clear(g_c), s 4.1 36.8 7.9 7.0 24.0 2.5 9.5 8.7 13.7 8.6 12.7 9.9 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 195 1317 573 391 1515 680 312 860 363 305 898 352 V/C Ratio(X) 0.61 0.89 0.34 0.58 0.87 0.37 0.87 0.36 0.54 0.82 0.49 0.39 Avail Cap(c_a), veh/h 198 1361 592 391 1515 680 312 1036 438 317 1036 407 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) 0.72 0.72 0.72 0.78 0.78 0.78 0.88 0.88 0.88 0.82 0.82 0.82 Uniform Delay (d), s/veh 55.3 35.6 14.5 44.0 5.8 2.1 53.8 37.8 39.7 53.8 38.3 37.2 Incr Delay (d2), s/veh 2.7 6.9 1.2 1.2 4.8 0.5 19.8 0.4 1.9 12.1 0.6 1.0 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/ln1.8 16.5 3.9 2.8 3.5 1.0 4.8 3.8 5.1 4.2 5.5 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.0 42.5 15.6 45.2 10.6 2.5 73.6 38.2 41.5 65.9 38.9 38.2 LnGrp LOS E D B D B A E D D E D D
Approach Vol, veh/h 1483 1800 778 832
Approach Delay, s/veh 40.2 13.8 51.4 46.9
Approach LOS D B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s16.3 34.7 19.2 49.8 15.0 36.0 10.9 58.1 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 11.0 * 35 9.0 * 46 11.0 35.0 7.0 47.6 Max Q Clear Time (g_c+I1), s 10.6 15.7 9.0 38.8 11.5 14.7 6.1 26.0 Green Ext Time (p_c), s 0.0 4.1 0.0 5.3 0.0 5.2 0.0 15.2 Intersection Summary
HCM 7th Control Delay, s/veh 33.4
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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HCM 7th Signalized Intersection Summary
16: Country Club Dr & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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) 1435 29 101 1574 41 100
Future Volume (veh/h) 1435 29 101 1574 41 100
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 1631 33 115 1789 47 114
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %124211
Cap, veh/h 2576 52 141 2954 158 141
Arrive On Green 1.00 1.00 0.08 0.83 0.09 0.09
Sat Flow, veh/h 3685 73 1753 3647 1795 1598
Grp Volume(v), veh/h 812 852 115 1789 47 114
Grp Sat Flow(s),veh/h/ln1791 1872 1753 1777 1795 1598
Q Serve(g_s), s 0.0 0.0 7.7 20.5 2.9 8.4
Cycle Q Clear(g_c), s 0.0 0.0 7.7 20.5 2.9 8.4
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1285 1343 141 2954 158 141
V/C Ratio(X) 0.63 0.63 0.82 0.61 0.30 0.81
Avail Cap(c_a), veh/h 1285 1343 380 2954 389 346
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.68 0.68 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 54.3 3.4 51.2 53.7
Incr Delay (d2), s/veh 1.6 1.6 4.3 0.9 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/ln0.6 0.6 3.5 4.1 1.3 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 1.6 1.6 58.6 4.4 51.6 57.9
LnGrp LOSAAEADE
Approach Vol, veh/h 1664 1904 161
Approach Delay, s/veh 1.6 7.7 56.1
Approach LOSAAE
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 14.6 13.6 91.8 105.4
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 10.4 9.7 2.0 22.5
Green Ext Time (p_c), s 0.2 0.1 24.9 39.4
Intersection Summary
HCM 7th Control Delay, s/veh 7.0
HCM 7th LOSA
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 PM 1:04 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) 150 1299 124 759 1267 180 283 488 590 420 882 153 Future Volume (veh/h) 150 1299 124 759 1267 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 1885 1885 1841 1811 1826 1826 1811 1826 1856 1885 1841 1856 Adj Flow Rate, veh/h 165 1427 0 834 1392 0 311 536 0 462 969 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 222 1572 917 1501 369 607 514 1067
Arrive On Green 0.06 0.31 0.00 0.19 0.43 0.00 0.11 0.17 0.00 0.15 0.21 0.00 Sat Flow, veh/h 3483 5147 1560 4864 3469 1547 3346 3469 1572 3483 5025 1572 Grp Volume(v), veh/h 165 1427 0 834 1392 0 311 536 0 462 969 0 Grp Sat Flow(s),veh/h/ln1742 1716 1560 1621 1735 1547 1673 1735 1572 1742 1675 1572 Q Serve(g_s), s 5.6 32.0 0.0 20.1 45.6 0.0 10.9 18.1 0.0 15.6 22.6 0.0 Cycle Q Clear(g_c), s 5.6 32.0 0.0 20.1 45.6 0.0 10.9 18.1 0.0 15.6 22.6 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 222 1572 917 1501 369 607 514 1067 V/C Ratio(X) 0.74 0.91 0.91 0.93 0.84 0.88 0.90 0.91
Avail Cap(c_a), veh/h 357 1572 973 1501 502 636 522 1067 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 0.81 0.81 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 55.2 40.0 0.0 47.7 32.2 0.0 52.4 48.3 0.0 50.3 46.1 0.0 Incr Delay (d2), s/veh 1.8 9.2 0.0 11.3 11.3 0.0 5.9 11.7 0.0 18.1 11.4 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/ln2.5 14.2 0.0 8.8 20.2 0.0 4.8 8.6 0.0 8.0 10.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.0 49.3 0.0 59.0 43.6 0.0 58.3 60.0 0.0 68.4 57.5 0.0 LnGrp LOS E D E D E E E E
Approach Vol, veh/h 1592 2226 847 1431
Approach Delay, s/veh 50.1 49.4 59.4 61.0
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.7 27.0 28.6 42.7 17.2 31.5 13.4 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 18.0 22.0 24.0 * 34 18.0 22.0 12.3 46.0 Max Q Clear Time (g_c+I1), s 17.6 20.1 22.1 34.0 12.9 24.6 7.6 47.6 Green Ext Time (p_c), s 0.1 0.8 0.5 0.3 0.3 0.0 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 53.7
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 PM 1:04 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 2856 of 3079 ends

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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) 248 1744 222 389 1635 95 190 377 287 163 685 312 Future Volume (veh/h) 248 1744 222 389 1635 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 0.98 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 279 1960 96 437 1837 0 213 424 0 183 770 86 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 342 2053 627 504 2320 221 714 237 676 291
Arrive On Green 0.10 0.40 0.40 0.14 0.46 0.00 0.07 0.20 0.00 0.07 0.19 0.19 Sat Flow, veh/h 3456 5106 1560 3483 5025 1610 3319 3554 1585 3209 3526 1518 Grp Volume(v), veh/h 279 1960 96 437 1837 0 213 424 0 183 770 86 Grp Sat Flow(s),veh/h/ln1728 1702 1560 1742 1675 1610 1659 1777 1585 1605 1763 1518 Q Serve(g_s), s 9.5 44.7 4.7 14.7 37.2 0.0 7.7 13.0 0.0 6.7 23.0 4.5 Cycle Q Clear(g_c), s 9.5 44.7 4.7 14.7 37.2 0.0 7.7 13.0 0.0 6.7 23.0 4.5 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 342 2053 627 504 2320 221 714 237 676 291 V/C Ratio(X) 0.81 0.95 0.15 0.87 0.79 0.96 0.59 0.77 1.14 0.30 Avail Cap(c_a), veh/h 691 2055 628 551 2320 221 714 428 676 291 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 53.0 34.8 22.9 50.2 27.4 0.0 55.9 43.5 0.0 54.6 48.5 24.9 Incr Delay (d2), s/veh 1.8 11.8 0.5 12.0 2.9 0.0 49.5 2.3 0.0 2.0 79.9 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/ln4.1 19.6 1.8 7.1 14.5 0.0 4.7 5.8 0.0 2.7 17.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.8 46.6 23.4 62.2 30.3 0.0 105.4 45.8 0.0 56.6 128.4 27.5 LnGrp LOS D D C E C F D E F C
Approach Vol, veh/h 2335 2274 637 1039
Approach Delay, s/veh 46.6 36.4 65.7 107.4
Approach LOS D D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.9 29.8 23.4 53.9 13.7 29.0 15.9 61.4 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 15.3 19.0 48.3 8.0 * 23 24.0 45.0 Max Q Clear Time (g_c+I1), s 8.7 15.0 16.7 46.7 9.7 25.0 11.5 39.2 Green Ext Time (p_c), s 0.2 0.1 0.2 1.5 0.0 0.0 0.4 5.2 Intersection Summary
HCM 7th Control Delay, s/veh 54.9
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
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2028 With Project PM 1:04 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 2858 of 3079 ends

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2028 With Project PM 1:04 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 2083 20 37 2104 80 38 7 44 57 3 20 Future Volume (veh/h) 13 2083 20 37 2104 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 1870 1900 1826 1870 1885 1870 1900 1870 1885 1900 1900 Adj Flow Rate, veh/h 15 2422 0 43 2447 0 44 8 0 66 3 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 42 2438 439 3682 80 93 93 106
Arrive On Green 0.02 0.48 0.00 0.25 0.72 0.00 0.04 0.05 0.00 0.05 0.06 0.00 Sat Flow, veh/h 1810 5106 1610 1739 5106 1598 1781 1900 1585 1795 1900 1610 Grp Volume(v), veh/h 15 2422 0 43 2447 0 44 8 0 66 3 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 56.6 0.0 2.3 30.8 0.0 2.9 0.5 0.0 4.3 0.2 0.0 Cycle Q Clear(g_c), s 1.0 56.6 0.0 2.3 30.8 0.0 2.9 0.5 0.0 4.3 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 42 2438 439 3682 80 93 93 106
V/C Ratio(X) 0.36 0.99 0.10 0.66 0.55 0.09 0.71 0.03
Avail Cap(c_a), veh/h 317 2438 439 3682 238 238 239 223 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 57.8 31.2 0.0 34.4 9.0 0.0 56.1 54.5 0.0 56.0 53.6 0.0 Incr Delay (d2), s/veh 2.0 16.7 0.0 0.0 1.0 0.0 2.2 0.3 0.0 3.7 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 25.1 0.0 0.9 9.3 0.0 1.4 0.2 0.0 2.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.7 47.9 0.0 34.4 9.9 0.0 58.3 54.8 0.0 59.7 53.7 0.0 LnGrp LOS E D C A E D E D
Approach Vol, veh/h 2437 2490 52 69
Approach Delay, s/veh 48.0 10.3 57.8 59.4
Approach LOS D B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.2 10.8 36.0 63.0 9.4 11.6 6.8 92.2 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 16.0 * 15 14.0 * 57 16.0 14.1 21.0 50.3 Max Q Clear Time (g_c+I1), s 6.3 2.5 4.3 58.6 4.9 2.2 3.0 32.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.6 Intersection Summary
HCM 7th Control Delay, s/veh 29.7
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
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2028 With Project PM 1:04 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 2860 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2028 With Project PM 1:04 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 23 916 502 765 46 1208 855 544 1308 175 Future Volume (veh/h) 274 537 23 916 502 765 46 1208 855 544 1308 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 1856 1856 1900 1870 1870 1870 1856 1870 1885 1870 1841 1870 Adj Flow Rate, veh/h 288 565 0 964 528 0 48 1272 0 573 1377 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 471 695 933 660 405 1478 576 1668
Arrive On Green 0.14 0.14 0.00 0.19 0.19 0.00 0.12 0.29 0.00 0.06 0.11 0.00 Sat Flow, veh/h 3428 5066 1610 5023 3554 1585 3428 5106 1598 3456 5025 1585 Grp Volume(v), veh/h 288 565 0 964 528 0 48 1272 0 573 1377 0 Grp Sat Flow(s),veh/h/ln1714 1689 1610 1674 1777 1585 1714 1702 1598 1728 1675 1585 Q Serve(g_s), s 9.5 13.0 0.0 22.3 17.0 0.0 1.5 28.3 0.0 19.9 32.2 0.0 Cycle Q Clear(g_c), s 9.5 13.0 0.0 22.3 17.0 0.0 1.5 28.3 0.0 19.9 32.2 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 471 695 933 660 405 1478 576 1668 V/C Ratio(X) 0.61 0.81 1.03 0.80 0.12 0.86 0.99 0.83
Avail Cap(c_a), veh/h 494 730 933 660 457 1532 576 1729 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 0.61 0.61 0.00 Uniform Delay (d), s/veh 48.8 50.3 0.0 48.9 46.7 0.0 47.3 40.4 0.0 56.6 50.0 0.0 Incr Delay (d2), s/veh 2.8 7.4 0.0 38.2 7.5 0.0 0.0 5.3 0.0 28.0 3.0 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/ln4.1 5.8 0.0 12.3 8.0 0.0 0.6 12.1 0.0 11.4 14.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.6 57.6 0.0 87.0 54.2 0.0 47.4 45.7 0.0 84.6 53.0 0.0 LnGrp LOS D E F D D D F D
Approach Vol, veh/h 853 1492 1320 1950
Approach Delay, s/veh 55.6 75.4 45.8 62.3
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 40.7 24.2 20.2 45.5
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 21.9 30.3 15.0 3.5 34.2 Green Ext Time (p_c), s 0.0 0.0 4.2 1.4 0.0 5.6
Intersection Summary
HCM 7th Control Delay, s/veh 60.9
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 PM 1:04 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 2862 of 3079 ends

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 07/24/2026 2028 With Project PM 1:04 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 1732 14 100 1526 201 Future Volume (veh/h) 408 10 359 100 14 118 381 1732 14 100 1526 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 0.99 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 1856 1900 1856 1856 1900 1900 1885 1870 1870 1900 1856 1885 Adj Flow Rate, veh/h 466 0 91 123 0 133 428 1946 16 112 1715 74 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 585 0 172 367 0 166 495 2365 19 939 2513 792 Arrive On Green 0.11 0.00 0.11 0.10 0.00 0.10 0.14 0.36 0.36 0.53 0.99 0.99 Sat Flow, veh/h 5302 0 1560 3534 0 1596 3483 6631 55 3510 5066 1596 Grp Volume(v), veh/h 466 0 91 123 0 133 428 1416 546 112 1715 74 Grp Sat Flow(s),veh/h/ln1767 0 1560 1767 0 1596 1742 1609 1860 1755 1689 1596 Q Serve(g_s), s 10.3 0.0 6.6 3.9 0.0 9.8 14.4 32.1 32.1 1.9 1.0 0.0 Cycle Q Clear(g_c), s 10.3 0.0 6.6 3.9 0.0 9.8 14.4 32.1 32.1 1.9 1.0 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 585 0 172 367 0 166 495 1721 663 939 2513 792 V/C Ratio(X) 0.80 0.00 0.53 0.34 0.00 0.80 0.86 0.82 0.82 0.12 0.68 0.09 Avail Cap(c_a), veh/h 1016 0 299 589 0 266 755 1741 671 939 2513 792 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 0.66 0.66 0.66 0.84 0.84 0.84 Uniform Delay (d), s/veh 52.1 0.0 50.4 49.9 0.0 52.6 50.3 35.2 35.2 20.9 0.2 0.2 Incr Delay (d2), s/veh 1.0 0.0 0.9 0.2 0.0 3.4 3.0 3.1 7.6 0.0 1.3 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/ln4.6 0.0 2.6 1.7 0.0 4.1 6.5 12.9 15.7 0.8 0.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.0 0.0 51.4 50.1 0.0 56.0 53.3 38.2 42.8 20.9 1.5 0.4 LnGrp LOS D D D E D D D C A A
Approach Vol, veh/h 557 256 2390 1901
Approach Delay, s/veh 52.7 53.2 42.0 2.6
Approach LOS D D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s37.8 48.5 17.2 21.1 65.2 16.5
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 3.9 34.1 12.3 16.4 3.0 11.8 Green Ext Time (p_c), s 0.1 8.7 1.0 0.6 24.7 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 29.1
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 07/24/2026
2028 With Project PM 1:04 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 1907 454 0 1721 306 Future Volume (veh/h) 152 6 290 0 0 0 0 1907 454 0 1721 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 1856 1870 0 1870 1870 0 1856 1870 Adj Flow Rate, veh/h 116 0 389 0 2143 510 0 1934 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 258 0 459 0 3169 712 0 3868
Arrive On Green 0.14 0.00 0.14 0.00 1.00 1.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 4318 932 0 5233 1585
Grp Volume(v), veh/h 116 0 389 0 1735 918 0 1934 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1677 0 1689 1585 Q Serve(g_s), s 7.1 0.0 14.4 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 7.1 0.0 14.4 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.56 0.00 1.00
Lane Grp Cap(c), veh/h 258 0 459 0 2600 1281 0 3868
V/C Ratio(X) 0.45 0.00 0.85 0.00 0.67 0.72 0.00 0.50
Avail Cap(c_a), veh/h 515 0 917 0 2600 1281 0 3868
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 0.74 0.74 0.00 0.86 0.00 Uniform Delay (d), s/veh 47.0 0.0 50.0 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 1.0 2.6 0.0 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 %ile BackOfQ(50%),veh/ln3.2 0.0 5.8 0.0 0.4 0.9 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.4 0.0 51.8 0.0 1.0 2.6 0.0 0.4 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 505 2653 1934
Approach Delay, s/veh 50.8 1.6 0.4
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 97.3 22.7 97.3
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 16.4 2.0
Green Ext Time (p_c), s 64.4 1.0 37.2
Intersection Summary
HCM 7th Control Delay, s/veh 6.0
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.

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HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/24/2026
2028 With Project PM 1:04 pm 04/18/2025 Near Term Synchro 12 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 381 342 1614 446 188 1630
Future Volume (veh/h) 381 342 1614 446 188 1630
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 410 368 1735 0 202 1753
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 775 427 2908 230 3753
Arrive On Green 0.16 0.16 1.00 0.00 0.13 0.73
Sat Flow, veh/h 4944 2723 5274 1572 1739 5274
Grp Volume(v), veh/h 410 368 1735 0 202 1753
Grp Sat Flow(s),veh/h/ln1648 1362 1702 1572 1739 1702
Q Serve(g_s), s 9.2 15.8 0.0 0.0 13.7 16.6
Cycle Q Clear(g_c), s 9.2 15.8 0.0 0.0 13.7 16.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 775 427 2908 230 3753
V/C Ratio(X) 0.53 0.86 0.60 0.88 0.47
Avail Cap(c_a), veh/h 935 515 2908 377 3753
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.65 0.00 1.00 1.00
Uniform Delay (d), s/veh 46.5 49.3 0.0 0.0 51.1 6.4
Incr Delay (d2), s/veh 0.2 10.7 0.6 0.0 7.4 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.8 6.0 0.2 0.0 6.3 4.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.7 60.0 0.6 0.0 58.5 6.8
LnGrp LOS D E A E A
Approach Vol, veh/h 778 1735 1955
Approach Delay, s/veh 53.0 0.6 12.2
Approach LOS D A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.9 74.0 93.9 26.1
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s 26.0 54.3 84.3 22.7
Max Q Clear Time (g_c+I1), s 15.7 2.0 18.6 17.8
Green Ext Time (p_c), s 0.2 28.8 34.4 1.0
Intersection Summary
HCM 7th Control Delay, s/veh 14.8
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 07/24/2026
2028 With Project PM 1:04 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) 38 720 49 318 458 33 58 103 357 23 56 29 Future Volume (veh/h) 38 720 49 318 458 33 58 103 357 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 1722 1678 1811 1870 1856 1811 1648 1693 1737 1796 1841 1870 Adj Flow Rate, veh/h 42 791 54 349 503 36 64 113 130 25 62 32 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 154 1214 584 385 1933 841 92 436 200 117 206 178 Arrive On Green 0.05 0.38 0.38 0.22 0.55 0.55 0.06 0.14 0.14 0.04 0.11 0.11 Sat Flow, veh/h 3182 3188 1535 1781 3526 1535 1570 3216 1472 3319 1841 1585 Grp Volume(v), veh/h 42 791 54 349 503 36 64 113 130 25 62 32 Grp Sat Flow(s),veh/h/ln1591 1594 1535 1781 1763 1535 1570 1608 1472 1659 1841 1585 Q Serve(g_s), s 1.3 20.2 2.2 18.9 7.4 1.1 4.0 3.1 8.3 0.7 3.1 1.8 Cycle Q Clear(g_c), s 1.3 20.2 2.2 18.9 7.4 1.1 4.0 3.1 8.3 0.7 3.1 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 154 1214 584 385 1933 841 92 436 200 117 206 178 V/C Ratio(X) 0.27 0.65 0.09 0.91 0.26 0.04 0.70 0.26 0.65 0.21 0.30 0.18 Avail Cap(c_a), veh/h 1287 2417 1164 1027 2673 1164 317 1040 476 671 651 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 45.4 25.2 19.7 37.8 11.8 10.3 45.7 38.3 40.5 46.4 40.3 39.8 Incr Delay (d2), s/veh 0.4 1.6 0.2 3.4 0.2 0.1 3.5 1.2 13.0 0.3 1.3 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 7.4 0.8 8.2 2.6 0.3 1.6 1.3 3.6 0.3 1.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.7 26.9 19.8 41.2 12.0 10.4 49.2 39.5 53.5 46.7 41.6 40.5 LnGrp LOS D C B D B B D D D D D D
Approach Vol, veh/h 887 888 307 119
Approach Delay, s/veh 27.3 23.4 47.4 42.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.5 19.7 26.4 44.4 10.8 17.4 9.8 60.9 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 10.3 20.9 22.2 6.0 5.1 3.3 9.4 Green Ext Time (p_c), s 0.0 2.7 0.5 15.4 0.0 0.6 0.1 8.7 Intersection Summary
HCM 7th Control Delay, s/veh 29.4
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
25: Baseline Rd & Westbrook Blvd 07/24/2026
2028 With Project PM 1:04 pm 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) 232 886 640 129 139 161
Future Volume (veh/h) 232 886 640 129 139 161
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 244 933 674 136 146 169
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 287 2101 1297 569 247 225
Arrive On Green 0.19 0.64 0.37 0.37 0.14 0.14
Sat Flow, veh/h 1527 3358 3589 1535 1739 1585
Grp Volume(v), veh/h 244 933 674 136 146 169
Grp Sat Flow(s),veh/h/ln1527 1636 1749 1535 1739 1585
Q Serve(g_s), s 9.3 8.6 9.0 3.7 4.7 6.2
Cycle Q Clear(g_c), s 9.3 8.6 9.0 3.7 4.7 6.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 287 2101 1297 569 247 225
V/C Ratio(X) 0.85 0.44 0.52 0.24 0.59 0.75
Avail Cap(c_a), veh/h 508 2991 3197 1403 578 527
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 23.6 5.4 14.7 13.1 24.2 24.8
Incr Delay (d2), s/veh 2.7 0.3 0.7 0.5 0.8 1.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.1 1.7 3.0 1.1 1.9 5.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.3 5.7 15.4 13.5 25.0 26.7
LnGrp LOS C A B B C C
Approach Vol, veh/h 1177 810 315
Approach Delay, s/veh 10.0 15.1 25.9
Approach LOS A B C
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 46.6 13.5 16.3 30.3
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 10.6 8.2 11.3 11.0
Green Ext Time (p_c), s 15.2 0.4 0.2 11.3
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
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
26: Market St/Stargazer Dr & Baseline Rd 07/24/2026
2028 With Project PM 1:04 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) 86 894 21 6 684 92 27 24 8 71 29 65 Future Volume (veh/h) 86 894 21 6 684 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 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 98 1016 24 7 777 105 31 27 9 81 33 74 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 156 1746 659 20 1509 676 58 156 118 146 240 207 Arrive On Green 0.09 0.52 0.52 0.01 0.44 0.44 0.05 0.09 0.09 0.08 0.13 0.13 Sat Flow, veh/h 1725 3357 1266 1555 3413 1528 1245 1648 1240 1739 1811 1563 Grp Volume(v), veh/h 98 1016 24 7 777 105 31 27 9 81 33 74 Grp Sat Flow(s),veh/h/ln1725 1678 1266 1555 1706 1528 1245 1648 1240 1739 1811 1563 Q Serve(g_s), s 3.5 13.2 0.6 0.3 10.4 2.6 1.5 1.0 0.4 2.8 1.0 2.7 Cycle Q Clear(g_c), s 3.5 13.2 0.6 0.3 10.4 2.6 1.5 1.0 0.4 2.8 1.0 2.7 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 156 1746 659 20 1509 676 58 156 118 146 240 207 V/C Ratio(X) 0.63 0.58 0.04 0.35 0.51 0.16 0.54 0.17 0.08 0.56 0.14 0.36 Avail Cap(c_a), veh/h 544 3966 1496 490 4033 1805 392 519 391 548 571 492 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 27.8 10.5 7.4 31.1 12.8 10.6 29.6 26.4 26.2 27.9 24.3 25.1 Incr Delay (d2), s/veh 1.5 0.6 0.0 3.9 0.5 0.2 2.8 1.1 0.6 1.2 0.3 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 3.7 0.1 0.1 3.3 0.7 0.5 0.4 0.1 1.2 0.4 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.4 11.1 7.5 34.9 13.3 10.8 32.4 27.5 26.8 29.2 24.7 26.4 LnGrp LOS C B A C B B C C C C C C
Approach Vol, veh/h 1138 889 67 188
Approach Delay, s/veh 12.6 13.2 29.7 27.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.3 10.6 4.8 38.7 6.9 13.0 9.8 33.8 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 4.8 3.0 2.3 15.2 3.5 4.7 5.5 12.4 Green Ext Time (p_c), s 0.1 0.2 0.0 17.8 0.0 0.4 0.1 13.0 Intersection Summary
HCM 7th Control Delay, s/veh 14.5
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 PM 1:04 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) 370 451 65 328 415 360 55 1006 252 300 1063 319 Future Volume (veh/h) 370 451 65 328 415 360 55 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 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 402 490 71 357 451 176 60 1093 49 326 1155 76 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 457 579 84 417 563 247 76 1117 511 354 1656 950 Arrive On Green 0.15 0.19 0.19 0.12 0.17 0.17 0.05 0.32 0.32 0.20 0.48 0.48 Sat Flow, veh/h 3100 3018 435 3428 3385 1485 1654 3441 1572 1781 3469 1516 Grp Volume(v), veh/h 402 278 283 357 451 176 60 1093 49 326 1155 76 Grp Sat Flow(s),veh/h/ln1550 1721 1733 1714 1692 1485 1654 1721 1572 1781 1735 1516 Q Serve(g_s), s 15.9 19.5 19.7 12.8 16.0 14.0 4.5 39.3 2.7 22.4 32.6 2.5 Cycle Q Clear(g_c), s 15.9 19.5 19.7 12.8 16.0 14.0 4.5 39.3 2.7 22.4 32.6 2.5 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 457 330 333 417 563 247 76 1117 511 354 1656 950 V/C Ratio(X) 0.88 0.84 0.85 0.86 0.80 0.71 0.79 0.98 0.10 0.92 0.70 0.08 Avail Cap(c_a), veh/h 645 377 380 631 660 290 344 1117 511 541 1656 950 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 52.2 48.7 48.8 53.8 50.1 49.3 59.1 41.8 29.4 49.2 25.6 9.3 Incr Delay (d2), s/veh 7.8 16.4 17.0 4.8 7.5 9.2 6.8 21.8 0.1 12.0 1.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.5 9.6 9.8 5.6 7.2 5.7 2.0 19.3 1.0 10.9 13.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.0 65.1 65.8 58.7 57.7 58.5 65.8 63.6 29.6 61.1 27.1 9.3 LnGrp LOS E E E E E E E E C E C A
Approach Vol, veh/h 963 984 1202 1557
Approach Delay, s/veh 63.2 58.2 62.3 33.3
Approach LOS E E E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s28.8 47.0 19.2 30.0 9.7 66.1 22.4 26.8 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 38.0 40.6 23.0 27.4 26.0 52.6 26.0 24.4 Max Q Clear Time (g_c+I1), s 24.4 41.3 14.8 21.7 6.5 34.6 17.9 18.0 Green Ext Time (p_c), s 0.4 0.0 0.4 2.3 0.1 10.7 0.5 2.8 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.

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HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/24/2026 2028 With Project PM 1:04 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) 81 747 27 36 875 217 42 132 25 157 103 75 Future Volume (veh/h) 81 747 27 36 875 217 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 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 84 770 28 37 902 0 43 136 26 162 106 77 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 106 877 32 64 1625 51 160 232 187 122 370
Arrive On Green 0.06 0.49 0.49 0.04 0.47 0.00 0.11 0.11 0.11 0.17 0.17 0.17 Sat Flow, veh/h 1739 1779 65 1753 3469 1585 447 1415 1547 1071 701 1572 Grp Volume(v), veh/h 84 0 798 37 902 0 179 0 26 268 0 77 Grp Sat Flow(s),veh/h/ln1739 0 1844 1753 1735 1585 1863 0 1547 1772 0 1572 Q Serve(g_s), s 5.4 0.0 43.6 2.3 21.0 0.0 10.6 0.0 1.6 16.6 0.0 4.4 Cycle Q Clear(g_c), s 5.4 0.0 43.6 2.3 21.0 0.0 10.6 0.0 1.6 16.6 0.0 4.4 Prop In Lane 1.00 0.04 1.00 1.00 0.24 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 106 0 909 64 1625 211 0 232 309 0 370 V/C Ratio(X) 0.79 0.00 0.88 0.58 0.56 0.85 0.00 0.11 0.87 0.00 0.21 Avail Cap(c_a), veh/h 324 0 1129 327 1817 255 0 268 629 0 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.2 0.0 25.5 53.4 21.5 0.0 49.0 0.0 41.4 45.3 0.0 34.6 Incr Delay (d2), s/veh 4.8 0.0 8.2 3.0 0.6 0.0 17.3 0.0 0.1 2.9 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/ln2.4 0.0 19.4 1.1 8.1 0.0 5.9 0.0 0.6 7.4 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.0 0.0 33.7 56.5 22.1 0.0 66.3 0.0 41.5 48.2 0.0 34.7 LnGrp LOS E C E C E D D C
Approach Vol, veh/h 882 939 205 345
Approach Delay, s/veh 35.9 23.4 63.2 45.2
Approach LOS D C E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.4 8.1 61.6 25.6 10.9 58.8
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 15.4 21.0 69.0 40.0 21.0 59.0 Max Q Clear Time (g_c+I1), s 12.6 4.3 45.6 18.6 7.4 23.0 Green Ext Time (p_c), s 0.2 0.0 10.0 1.1 0.1 12.7
Intersection Summary
HCM 7th Control Delay, s/veh 34.7
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.

Page 2870 of 3079 ends

HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/24/2026
2028 With Project PM 1:04 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) 161 245 466 130 343 115 611 1114 72 135 1338 172 Future Volume (veh/h) 161 245 466 130 343 115 611 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 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 175 266 94 141 373 22 664 1211 30 147 1454 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 204 522 235 169 454 201 732 2604 836 205 1861 Arrive On Green 0.11 0.15 0.15 0.09 0.13 0.13 0.22 0.53 0.53 0.06 0.37 0.00 Sat Flow, veh/h 1795 3497 1572 1795 3497 1551 3291 4904 1575 3483 5066 1572 Grp Volume(v), veh/h 175 266 94 141 373 22 664 1211 30 147 1454 0 Grp Sat Flow(s),veh/h/ln1795 1749 1572 1795 1749 1551 1646 1635 1575 1742 1689 1572 Q Serve(g_s), s 11.5 8.4 6.5 9.3 12.5 1.5 23.6 18.5 1.1 5.0 30.6 0.0 Cycle Q Clear(g_c), s 11.5 8.4 6.5 9.3 12.5 1.5 23.6 18.5 1.1 5.0 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 204 522 235 169 454 201 732 2604 836 205 1861 V/C Ratio(X) 0.86 0.51 0.40 0.83 0.82 0.11 0.91 0.47 0.04 0.72 0.78 Avail Cap(c_a), veh/h 479 522 235 494 516 229 823 2604 836 464 1861 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 0.37 0.37 0.00 Uniform Delay (d), s/veh 52.2 47.0 46.2 53.4 50.9 46.1 45.4 17.5 13.5 55.5 33.7 0.0 Incr Delay (d2), s/veh 4.0 1.4 1.9 4.0 11.2 0.5 12.8 0.6 0.1 0.7 1.3 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/ln5.3 3.7 2.6 4.3 6.1 0.6 10.6 6.6 0.4 2.2 12.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.2 48.4 48.1 57.4 62.1 46.6 58.2 18.1 13.5 56.1 34.9 0.0 LnGrp LOS E D D E E D E B B E C
Approach Vol, veh/h 535 536 1905 1601
Approach Delay, s/veh 50.9 60.2 32.0 36.9
Approach LOS D E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 69.7 15.3 23.9 30.7 50.1 17.6 21.6 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 35.0 33.0 16.0 30.0 21.0 32.0 * 18 Max Q Clear Time (g_c+I1), s 7.0 20.5 11.3 10.4 25.6 32.6 13.5 14.5 Green Ext Time (p_c), s 0.1 7.6 0.2 1.3 1.1 0.0 0.2 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 39.2
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.

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HCM 7th Signalized Intersection Summary
29: Foothills Blvd & Baseline Rd/Main St 07/24/2026
2028 With Project PM 1:04 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) 07/24/2026
2028 With Project PM 1:04 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 33 432 477 138
Future Volume (veh/h) 123 33 33 432 477 138
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 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 178 48 48 626 691 200
Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69
Percent Heavy Veh, %210851
Cap, veh/h 268 240 99 1893 1247 557
Arrive On Green 0.15 0.15 0.05 0.56 0.36 0.36
Sat Flow, veh/h 1781 1598 1810 3474 3561 1550
Grp Volume(v), veh/h 178 48 48 626 691 200
Grp Sat Flow(s),veh/h/ln1781 1598 1810 1692 1735 1550
Q Serve(g_s), s 2.9 0.8 0.8 3.1 4.9 2.9
Cycle Q Clear(g_c), s 2.9 0.8 0.8 3.1 4.9 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 268 240 99 1893 1247 557
V/C Ratio(X) 0.66 0.20 0.49 0.33 0.55 0.36
Avail Cap(c_a), veh/h 1034 928 321 3057 2014 900
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 12.4 11.5 14.2 3.7 7.9 7.3
Incr Delay (d2), s/veh 2.8 0.4 3.7 0.1 0.4 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.1 0.0 0.3 0.2 1.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.2 11.9 17.9 3.8 8.3 7.7
LnGrp LOSBBBAAA
Approach Vol, veh/h 226 674 891
Approach Delay, s/veh 14.5 4.8 8.2
Approach LOSBAA
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 21.8 9.2 6.2 15.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.5 18.0
Max Q Clear Time (g_c+I1), s 5.1 4.9 2.8 6.9
Green Ext Time (p_c), s 4.1 0.5 0.0 3.9
Intersection Summary
HCM 7th Control Delay, s/veh 7.7
HCM 7th LOSA

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/24/2026
2028 With Project PM 1:04 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 76 146 429 494 19
Future Volume (veh/h) 36 76 146 429 494 19
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 0.96
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 51 109 209 613 706 27
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Percent Heavy Veh, %011740
Cap, veh/h 204 180 274 2148 1217 535
Arrive On Green 0.11 0.11 0.15 0.63 0.35 0.35
Sat Flow, veh/h 1810 1598 1795 3503 3589 1538
Grp Volume(v), veh/h 51 109 209 613 706 27
Grp Sat Flow(s),veh/h/ln1810 1598 1795 1706 1749 1538
Q Serve(g_s), s 0.9 2.3 3.9 2.8 5.8 0.4
Cycle Q Clear(g_c), s 0.9 2.3 3.9 2.8 5.8 0.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 180 274 2148 1217 535
V/C Ratio(X) 0.25 0.60 0.76 0.29 0.58 0.05
Avail Cap(c_a), veh/h 933 824 540 3226 1803 793
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 14.1 14.7 14.2 2.9 9.3 7.6
Incr Delay (d2), s/veh 0.6 3.2 4.4 0.1 0.4 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.2 1.5 0.1 1.4 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.8 18.0 18.6 3.0 9.7 7.6
LnGrp LOSBBBAAA
Approach Vol, veh/h 160 822 733
Approach Delay, s/veh 17.0 7.0 9.7
Approach LOSBAA
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 26.5 8.4 9.8 16.7
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 4.8 4.3 5.9 7.8
Green Ext Time (p_c), s 4.2 0.4 0.2 3.3
Intersection Summary
HCM 7th Control Delay, s/veh 9.0
HCM 7th LOSA

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HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/24/2026
2028 With Project PM 1:04 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 47 339 73 70 482 9 Future Volume (veh/h) 4 40 45 62 66 50 47 339 73 70 482 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 1870 1885 1796 1811 1870 1900 1826 1841 1841 1811 1693 Adj Flow Rate, veh/h 5 48 54 75 80 60 57 408 88 84 581 11 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 243 252 214 280 297 259 155 829 373 188 895 373 Arrive On Green 0.13 0.13 0.13 0.16 0.16 0.16 0.09 0.24 0.24 0.11 0.26 0.26 Sat Flow, veh/h 1810 1870 1595 1711 1811 1582 1810 3469 1560 1753 3441 1434 Grp Volume(v), veh/h 5 48 54 75 80 60 57 408 88 84 581 11 Grp Sat Flow(s),veh/h/ln1810 1870 1595 1711 1811 1582 1810 1735 1560 1753 1721 1434 Q Serve(g_s), s 0.1 1.2 1.6 2.0 2.1 1.8 1.6 5.4 2.4 2.4 8.0 0.3 Cycle Q Clear(g_c), s 0.1 1.2 1.6 2.0 2.1 1.8 1.6 5.4 2.4 2.4 8.0 0.3 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 243 252 214 280 297 259 155 829 373 188 895 373 V/C Ratio(X) 0.02 0.19 0.25 0.27 0.27 0.23 0.37 0.49 0.24 0.45 0.65 0.03 Avail Cap(c_a), veh/h 681 704 600 644 682 596 681 2612 1174 660 2591 1080 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 20.4 20.6 19.4 19.4 19.3 22.9 17.4 16.3 22.3 17.5 14.7 Incr Delay (d2), s/veh 0.0 0.4 0.6 0.5 0.5 0.5 1.5 0.5 0.3 1.7 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.5 0.6 0.8 0.8 0.6 0.6 1.8 0.7 0.9 2.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.0 20.8 21.2 19.9 19.9 19.8 24.4 17.9 16.6 23.9 18.3 14.7 LnGrp LOS B C C B B B C B B C B B
Approach Vol, veh/h 107 215 553 676
Approach Delay, s/veh 21.0 19.9 18.4 18.9
Approach LOS C B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 18.7 11.1 8.6 19.8 13.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.9
Max Green Setting (Gmax), s 20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 4.4 7.4 3.6 3.6 10.0 4.1
Green Ext Time (p_c), s 0.1 2.8 0.3 0.1 3.8 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 19.0
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 07/24/2026
2028 With Project PM 1:04 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 6 182 437 36 7 509 47 Future Volume (veh/h) 30 6 133 22 5 6 182 437 36 7 509 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 0.98 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 40 8 177 29 7 8 243 583 48 9 679 63 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 90 315 263 72 295 243 289 1393 649 26 900 386 Arrive On Green 0.06 0.18 0.18 0.04 0.17 0.17 0.18 0.45 0.45 0.02 0.29 0.29 Sat Flow, veh/h 1616 1710 1426 1629 1710 1405 1629 3097 1444 1629 3122 1340 Grp Volume(v), veh/h 40 8 177 29 7 8 243 583 48 9 679 63 Grp Sat Flow(s),veh/h/ln1616 1710 1426 1629 1710 1405 1629 1548 1444 1629 1561 1340 Q Serve(g_s), s 1.5 0.2 7.3 1.1 0.2 0.3 9.1 8.1 1.2 0.3 12.5 2.2 Cycle Q Clear(g_c), s 1.5 0.2 7.3 1.1 0.2 0.3 9.1 8.1 1.2 0.3 12.5 2.2 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 90 315 263 72 295 243 289 1393 649 26 900 386 V/C Ratio(X) 0.44 0.03 0.67 0.40 0.02 0.03 0.84 0.42 0.07 0.34 0.75 0.16 Avail Cap(c_a), veh/h 512 1083 903 645 1083 890 645 1393 649 516 989 425 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 28.9 21.1 24.0 29.4 21.7 21.7 25.1 11.8 9.9 30.7 20.4 16.8 Incr Delay (d2), s/veh 1.3 0.1 5.5 1.3 0.1 0.1 2.5 0.7 0.2 2.8 5.8 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.1 2.6 0.4 0.1 0.1 3.3 2.3 0.3 0.1 4.6 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.1 21.2 29.5 30.7 21.8 21.8 27.6 12.5 10.1 33.5 26.2 17.7 LnGrp LOS C C C C C C C B B C C B
Approach Vol, veh/h 225 44 874 751
Approach Delay, s/veh 29.3 27.7 16.6 25.6
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.5 16.9 5.0 33.7 6.8 17.6 15.2 23.5 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), s 20.0 40.0 20.0 23.0 25.0 40.0 25.0 * 20 Max Q Clear Time (g_c+I1), s 3.5 2.3 2.3 10.1 3.1 9.3 11.1 14.5 Green Ext Time (p_c), s 0.0 0.1 0.0 6.0 0.0 1.3 0.3 3.7 Intersection Summary
HCM 7th Control Delay, s/veh 21.9
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.

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/24/2026 2028 With Project PM 1:04 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 2 170 868 54 10 831 30 Future Volume (veh/h) 20 0 115 47 1 2 170 868 54 10 831 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 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 1900 1885 1900 1900 1900 1856 1856 1900 1900 1870 1737 Adj Flow Rate, veh/h 27 0 155 64 1 3 230 1173 73 14 1123 41 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 218 0 191 147 2 131 270 1921 875 42 1477 610 Arrive On Green 0.12 0.00 0.12 0.08 0.08 0.08 0.15 0.54 0.54 0.02 0.42 0.42 Sat Flow, veh/h 1810 0 1586 1783 28 1595 1767 3526 1606 1810 3554 1467 Grp Volume(v), veh/h 27 0 155 65 0 3 230 1173 73 14 1123 41 Grp Sat Flow(s),veh/h/ln1810 0 1586 1811 0 1595 1767 1763 1606 1810 1777 1467 Q Serve(g_s), s 1.1 0.0 7.9 2.8 0.0 0.1 10.5 18.7 1.8 0.6 22.3 1.4 Cycle Q Clear(g_c), s 1.1 0.0 7.9 2.8 0.0 0.1 10.5 18.7 1.8 0.6 22.3 1.4 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 218 0 191 149 0 131 270 1921 875 42 1477 610 V/C Ratio(X) 0.12 0.00 0.81 0.44 0.00 0.02 0.85 0.61 0.08 0.33 0.76 0.07 Avail Cap(c_a), veh/h 439 0 384 439 0 387 428 1923 876 439 1723 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 35.4 36.0 0.0 34.8 34.1 12.8 9.0 39.7 20.6 14.5 Incr Delay (d2), s/veh 0.1 0.0 3.1 0.7 0.0 0.0 5.3 0.8 0.1 1.7 2.2 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/ln0.5 0.0 3.2 1.3 0.0 0.1 4.6 6.2 0.5 0.3 8.5 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 0.0 38.5 36.8 0.0 34.8 39.4 13.6 9.0 41.4 22.8 14.6 LnGrp LOS C D D C D B A D C B
Approach Vol, veh/h 182 68 1476 1178
Approach Delay, s/veh 37.6 36.7 17.4 22.7
Approach LOS D D B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.9 51.0 14.8 16.6 40.3 10.8
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s 20.0 45.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 2.6 20.7 9.9 12.5 24.3 4.8 Green Ext Time (p_c), s 0.0 14.3 0.2 0.2 10.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.3
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
35: Fiddyment Rd & Hayden Pkwy 07/24/2026
2028 With Project PM 1:04 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) 128 139 151 931 1032 153
Future Volume (veh/h) 128 139 151 931 1032 153
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 1900 1870 1885 1826 1841 1900
Adj Flow Rate, veh/h 145 158 172 1058 1173 174
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %021540
Cap, veh/h 248 218 223 2393 1735 799
Arrive On Green 0.14 0.14 0.12 0.69 0.50 0.50
Sat Flow, veh/h 1810 1585 1795 3561 3589 1610
Grp Volume(v), veh/h 145 158 172 1058 1173 174
Grp Sat Flow(s),veh/h/ln1810 1585 1795 1735 1749 1610
Q Serve(g_s), s 4.3 5.5 5.4 7.9 14.7 3.5
Cycle Q Clear(g_c), s 4.3 5.5 5.4 7.9 14.7 3.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 218 223 2393 1735 799
V/C Ratio(X) 0.58 0.73 0.77 0.44 0.68 0.22
Avail Cap(c_a), veh/h 1316 1152 559 2393 2058 948
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 23.4 23.9 24.5 4.0 11.0 8.2
Incr Delay (d2), s/veh 0.8 1.7 5.6 0.3 1.1 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.8 4.8 2.3 1.2 4.3 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.2 25.6 30.1 4.3 12.1 8.5
LnGrp LOSCCCABA
Approach Vol, veh/h 303 1230 1347
Approach Delay, s/veh 24.9 7.9 11.6
Approach LOSCAB
Timer - Assigned Phs2456
Phs Duration (G+Y+Rc), s 45.8 11.9 11.2 34.7
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 9.9 7.5 7.4 16.7
Green Ext Time (p_c), s 8.8 0.5 0.3 12.0
Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOSB

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/24/2026 2028 With Project PM 1:04 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 79 945 53 17 992 188 Future Volume (veh/h) 138 29 79 39 26 20 79 945 53 17 992 188 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 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 159 33 91 45 30 23 91 1086 61 20 1140 216 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 218 229 190 100 66 143 157 1590 653 65 1449 655 Arrive On Green 0.12 0.12 0.12 0.09 0.09 0.09 0.09 0.47 0.47 0.04 0.42 0.42 Sat Flow, veh/h 1810 1900 1581 1107 738 1583 1781 3385 1389 1810 3469 1569 Grp Volume(v), veh/h 159 33 91 75 0 23 91 1086 61 20 1140 216 Grp Sat Flow(s),veh/h/ln1810 1900 1581 1845 0 1583 1781 1692 1389 1810 1735 1569 Q Serve(g_s), s 6.6 1.2 4.2 3.0 0.0 1.0 3.8 19.6 1.9 0.8 22.3 7.3 Cycle Q Clear(g_c), s 6.6 1.2 4.2 3.0 0.0 1.0 3.8 19.6 1.9 0.8 22.3 7.3 Prop In Lane 1.00 1.00 0.60 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 229 190 166 0 143 157 1590 653 65 1449 655 V/C Ratio(X) 0.73 0.14 0.48 0.45 0.00 0.16 0.58 0.68 0.09 0.31 0.79 0.33 Avail Cap(c_a), veh/h 463 486 404 472 0 405 455 1860 764 463 1907 862 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 33.2 30.8 32.1 33.8 0.0 32.9 34.3 16.2 11.5 36.8 19.8 15.4 Incr Delay (d2), s/veh 4.7 0.3 1.9 1.9 0.0 0.5 3.4 0.8 0.1 2.6 1.7 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/ln3.1 0.6 1.6 1.4 0.0 0.4 1.7 6.5 0.5 0.4 8.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.8 31.1 34.0 35.7 0.0 33.4 37.6 17.0 11.6 39.4 21.4 15.7 LnGrp LOS D C C D C D B B D C B
Approach Vol, veh/h 283 98 1238 1376
Approach Delay, s/veh 35.8 35.1 18.3 20.8
Approach LOS D D B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.8 42.7 15.3 10.9 38.7 13.3
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s 20.0 43.0 20.0 20.0 43.0 20.0 Max Q Clear Time (g_c+I1), s 2.8 21.6 8.6 5.8 24.3 5.0
Green Ext Time (p_c), s 0.0 7.7 0.7 0.1 8.2 0.3
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 TWSC
37: Phillip Road & Passenger Vehicle Driveway 07/24/2026 2028 With Project PM 1:04 pm 04/18/2025 Near Term Synchro 12 Report

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Intersection
Int Delay, s/veh 58.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 732 647 44 201 22
Future Vol, veh/h 5 732 647 44 201 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 796 703 48 218 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 751 0 - 0 1534 727
Stage 1 - - - - 727 -
Stage 2 - - - - 807 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 858 - - - ~ 128 424
Stage 1 - - - - 478 -
Stage 2 - - - - 439 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 858 - - - ~ 127 424
Mov Cap-2 Maneuver - - - - ~ 127 -
Stage 1 - - - - 475 -
Stage 2 - - - - 439 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.06 0 $ 431.28

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 858 - - - 137
HCM Lane V/C Ratio 0.006 - - - 1.772
HCM Ctrl Dly (s/v) 9.2 - - -$ 431.3
HCM Lane LOS A - - - F
HCM 95th %tile Q(veh) 0 - - - 18.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon

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HCM 7th TWSC
38: Philip Road/Phillip Road & Truck Driveway 07/24/2026 2028 With Project PM 1:04 pm 04/18/2025 Near Term Synchro 12 Report

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Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 707 638 31 30 3
Future Vol, veh/h 3 707 638 31 30 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 3 768 693 34 33 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 727 0 - 0 1485 710
Stage 1 - - - - 710 -
Stage 2 - - - - 775 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 876 - - - 137 433
Stage 1 - - - - 487 -
Stage 2 - - - - 454 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 876 - - - 137 433
Mov Cap-2 Maneuver - - - - 137 -
Stage 1 - - - - 485 -
Stage 2 - - - - 454 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.04 0 37.58

HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 876 - - - 146
HCM Lane V/C Ratio 0.004 - - - 0.246
HCM Ctrl Dly (s/v) 9.1 - - - 37.6
HCM Lane LOS A - - - E
HCM 95th %tile Q(veh) 0 - - - 0.9

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HCM Signalized Intersection Capacity Analysis
9: Fidelity Wy & Blue Oaks Blvd 08/31/2026
2028 With Project PM 1:04 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 (vph) 0 2354 257 13 2251 0 0 0 95 0 0 932 Future Volume (vph) 0 2354 257 13 2251 0 0 0 95 0 0 932 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 4.0 4.5 4.0
Lane Util. Factor 0.91 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 0.87 0.87
Flt Protected 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5036 1522 1626 3505 1550 1565
Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5036 1522 1626 3505 1550 1565
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 2478 271 14 2369 0 0 0 100 0 0 981
RTOR Reduction (vph) 0 0 8 0 0 0 0 0 16 0 0 0
Lane Group Flow (vph) 0 2478 263 14 2369 0 0 0 84 0 0 981 Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 0% 3% 4% 11% 3% 0% 0% 0% 6% 0% 0% 5% Turn Type NA Perm Prot NA Prot Free
Protected Phases 4 3 Free 8
Permitted Phases 4 Free
Actuated Green, G (s) 154.2 154.2 13.8 180.0 15.3 180.0 Effective Green, g (s) 154.2 154.2 13.8 180.0 15.3 180.0 Actuated g/C Ratio 0.86 0.86 0.08 1.00 0.09 1.00
Clearance Time (s) 6.0 6.0 6.0 4.5
Vehicle Extension (s) 5.5 5.5 5.5 3.0
Lane Grp Cap (vph) 4314 1303 124 3505 131 1565
v/s Ratio Prot 0.49 0.01 0.68 0.05
v/s Ratio Perm 0.17 0.63
v/c Ratio 0.57 0.20 0.11 0.68 0.64 0.63
Uniform Delay, d1 3.6 2.2 77.4 0.0 79.7 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.3 1.0 1.1 9.8 1.9
Delay (s) 4.2 2.6 78.4 1.1 89.4 1.9
Level of Service A A E A F A
Approach Delay (s/veh) 4.0 1.5 89.4 1.9
Approach LOS A A F A
Intersection Summary
HCM 2000 Control Delay (s/veh) 4.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 180.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

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Appendix H
Opening Year With Project and
Improvements Conditions Synchro Reports

Page 2883 of 3079 ends

Queues
12: Westbrook Blvd & Pleasant Grove Blvd 08/24/2026
2028 With Project AM with improvement 4:20 pm 04/28/2025 Near Term Synchro 12 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 63 232 42 101 177 410 46 308 141 542 395 70 v/c Ratio 0.14 0.30 0.11 0.22 0.23 0.62 0.26 0.48 0.34 0.71 0.29 0.10 Control Delay (s/veh) 44.8 30.0 0.6 44.0 29.0 7.8 48.9 35.1 9.1 38.4 20.9 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.8 30.0 0.6 44.0 29.0 7.8 48.9 35.1 9.1 38.4 20.9 2.5 Queue Length 50th (ft) 12 46 0 20 34 0 19 68 0 111 73 0 Queue Length 95th (ft) 53 115 0 75 88 29 84 173 35 292 168 6 Internal Link Dist (ft) 3422 3725 6925 3346
Turn Bay Length (ft) 240 250 240 250 240 245 240 250
Base Capacity (vph) 1398 869 413 1412 879 697 980 648 418 2169 1369 704 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.27 0.10 0.07 0.20 0.59 0.05 0.48 0.34 0.25 0.29 0.10 Intersection Summary

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 08/24/2026
2028 With Project AM with improvement 4:20 pm 04/28/2025 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 0.93 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 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 331 731 287 415 814 359 106 507 226 682 1033 468 Arrive On Green 0.10 0.21 0.21 0.12 0.23 0.23 0.06 0.15 0.15 0.20 0.30 0.30 Sat Flow, veh/h 3456 3554 1395 3483 3554 1568 1725 3357 1498 3456 3413 1546 Grp Volume(v), veh/h 63 232 42 101 177 410 46 308 141 542 395 70 Grp Sat Flow(s),veh/h/ln 1728 1777 1395 1742 1777 1568 1725 1678 1498 1728 1706 1546 Q Serve(g_s), s 1.0 3.5 1.5 1.6 2.5 14.3 1.6 5.4 5.5 9.3 5.7 2.1 Cycle Q Clear(g_c), s 1.0 3.5 1.5 1.6 2.5 14.3 1.6 5.4 5.5 9.3 5.7 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 331 731 287 415 814 359 106 507 226 682 1033 468 V/C Ratio(X) 0.19 0.32 0.15 0.24 0.22 1.14 0.43 0.61 0.62 0.79 0.38 0.15 Avail Cap(c_a), veh/h 1605 814 319 1618 814 359 1133 608 271 2491 1033 468 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 26.0 21.1 20.3 24.9 19.5 24.1 28.2 24.8 24.8 23.8 17.2 15.9 Incr Delay (d2), s/veh 0.1 0.6 0.6 0.1 0.3 91.7 1.0 2.9 7.0 0.8 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/ln 0.4 1.3 0.5 0.6 0.9 13.7 0.6 2.1 2.2 3.5 2.1 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.1 21.7 20.9 25.1 19.9 115.7 29.3 27.7 31.9 24.7 18.2 16.6 LnGrp LOS C C C C B F C C C C B B
Approach Vol, veh/h 337 688 495 1007
Approach Delay, s/veh 22.4 77.8 29.1 21.6
Approach LOS C E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.3 15.1 11.4 18.5 7.8 24.6 10.0 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 11.3 7.5 3.6 5.5 3.6 7.7 3.0 16.3 Green Ext Time (p_c), s 1.0 1.4 0.1 1.7 0.0 4.0 0.1 0.0 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.

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Queues
37: Phillip Road & Passenger Vehicle Driveway 08/31/2026 2028 With Project AM with improvement 4:20 pm 04/28/2025 Near Term Synchro 12 Report

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Lane Group EBL EBT WBT SBL
Lane Group Flow (vph) 28 614 877 44
v/c Ratio 0.22 0.62 0.88 0.08
Control Delay (s/veh) 11.4 12.1 22.8 17.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.4 12.1 22.8 17.1
Queue Length 50th (ft) 5 136 227 11
Queue Length 95th (ft) 19 218 #403 35
Internal Link Dist (ft) 1006 936 197
Turn Bay Length (ft) 200
Base Capacity (vph) 165 1301 1274 549
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.17 0.47 0.69 0.08
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

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HCM 7th Signalized Intersection Summary
37: Phillip Road & Passenger Vehicle Driveway 08/31/2026 2028 With Project AM with improvement 4:20 pm 04/28/2025 Near Term Synchro 12 Report

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Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 26 565 577 230 37 4
Future Volume (veh/h) 26 565 577 230 37 4
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 614 627 250 40 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 272 1102 749 299 347 35
Arrive On Green 0.59 0.59 0.59 0.59 0.22 0.22
Sat Flow, veh/h 632 1870 1272 507 1568 157
Grp Volume(v), veh/h 28 614 0 877 45 0
Grp Sat Flow(s),veh/h/ln 632 1870 0 1779 1764 0
Q Serve(g_s), s 1.8 9.5 0.0 19.0 1.0 0.0
Cycle Q Clear(g_c), s 20.7 9.5 0.0 19.0 1.0 0.0
Prop In Lane 1.00 0.29 0.89 0.09
Lane Grp Cap(c), veh/h 272 1102 0 1048 390 0
V/C Ratio(X) 0.10 0.56 0.00 0.84 0.12 0.00
Avail Cap(c_a), veh/h 439 1596 0 1518 390 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 16.3 6.0 0.0 7.9 14.8 0.0
Incr Delay (d2), s/veh 0.2 0.4 0.0 2.9 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/ln 0.2 2.4 0.0 5.2 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.5 6.4 0.0 10.8 15.4 0.0
LnGrp LOS B A B B
Approach Vol, veh/h 642 877 45
Approach Delay, s/veh 6.8 10.8 15.4
Approach LOS A B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 32.5 15.0 32.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 40.5 10.5 40.5
Max Q Clear Time (g_c+I1), s 22.7 3.0 21.0
Green Ext Time (p_c), s 4.2 0.0 7.0
Intersection Summary
HCM 7th Control Delay, s/veh 9.3
HCM 7th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

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Queues
12: Westbrook Blvd & Pleasant Grove Blvd 08/31/2026
2028 With Project PM with improvements 3:51 pm 04/28/2025 Near Term Synchro 12 Report

Page 3 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 18 151 32 109 167 478 39 210 85 537 173 22 v/c Ratio 0.04 0.21 0.08 0.23 0.14 0.57 0.22 0.36 0.22 0.68 0.13 0.03 Control Delay (s/veh) 46.1 29.4 0.4 42.2 21.7 5.7 49.0 33.5 1.3 36.1 19.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 46.1 29.4 0.4 42.2 21.7 5.7 49.0 33.5 1.3 36.1 19.1 0.1 Queue Length 50th (ft) 3 27 0 19 22 0 15 42 0 100 27 0
Queue Length 95th (ft) 21 78 0 80 83 25 77 121 0 289 74 0 Internal Link Dist (ft) 3502 3725 5944 3346
Turn Bay Length (ft) 240 250 240 250 240 245 240 250
Base Capacity (vph) 666 1785 769 1034 2136 1135 190 591 394 3040 3000 1429 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.08 0.04 0.11 0.08 0.42 0.21 0.36 0.22 0.18 0.06 0.02 Intersection Summary

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 08/31/2026
2028 With Project PM with improvements 3:51 pm 04/28/2025 Near Term Synchro 12 Report

Page 4 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 119 25 86 132 378 31 166 67 424 137 17 Future Volume (veh/h) 14 119 25 86 132 378 31 166 67 424 137 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 0.98 1.00 1.00 1.00 0.91 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1678 1885 1870 1856 1811 1767 1900 1870 1796 1900 Adj Flow Rate, veh/h 18 151 32 109 167 478 39 210 85 537 173 22 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 131 1097 432 387 1358 600 91 353 153 659 878 396 Arrive On Green 0.04 0.31 0.31 0.11 0.38 0.38 0.05 0.11 0.11 0.19 0.26 0.26 Sat Flow, veh/h 3456 3554 1398 3483 3554 1570 1725 3357 1457 3456 3413 1538 Grp Volume(v), veh/h 18 151 32 109 167 478 39 210 85 537 173 22 Grp Sat Flow(s),veh/h/ln 1728 1777 1398 1742 1777 1570 1725 1678 1457 1728 1706 1538 Q Serve(g_s), s 0.4 2.2 1.2 2.1 2.2 19.4 1.6 4.3 4.0 10.7 2.8 0.8 Cycle Q Clear(g_c), s 0.4 2.2 1.2 2.1 2.2 19.4 1.6 4.3 4.0 10.7 2.8 0.8 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 131 1097 432 387 1358 600 91 353 153 659 878 396 V/C Ratio(X) 0.14 0.14 0.07 0.28 0.12 0.80 0.43 0.59 0.55 0.81 0.20 0.06 Avail Cap(c_a), veh/h 626 1599 629 971 1946 860 180 435 189 3274 3367 1518 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 33.4 17.9 17.5 29.3 14.4 19.7 32.9 30.7 30.5 27.8 20.9 20.1 Incr Delay (d2), s/veh 0.2 0.1 0.2 0.1 0.1 6.5 1.2 3.9 7.6 1.0 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/ln 0.1 0.8 0.4 0.8 0.8 7.1 0.6 1.8 1.6 4.2 1.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.6 18.0 17.7 29.4 14.5 26.2 34.1 34.6 38.1 28.8 21.4 20.4 LnGrp LOS C B B C B C C C D C C C
Approach Vol, veh/h 201 754 334 732
Approach Delay, s/veh 19.4 24.1 35.4 26.8
Approach LOS B C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.7 13.2 12.0 27.9 7.8 24.2 6.7 33.1 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 68.0 9.3 20.0 32.3 7.5 70.8 13.0 39.3 Max Q Clear Time (g_c+I1), s 12.7 6.3 4.1 4.2 3.6 4.8 2.4 21.4 Green Ext Time (p_c), s 1.0 0.7 0.1 2.0 0.0 4.3 0.0 5.8 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.

Page 2889 of 3079 ends

Queues
37: Phillip Road & Passenger Vehicle Driveway 08/31/2026 2028 With Project PM with improvements 3:51 pm 04/28/2025 Near Term Synchro 12 Report

Page 7 ends

Lane Group EBL EBT WBT SBL
Lane Group Flow (vph) 5 796 751 242
v/c Ratio 0.02 0.79 0.75 0.53
Control Delay (s/veh) 6.0 16.5 14.4 20.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 6.0 16.5 14.4 20.4
Queue Length 50th (ft) 1 149 133 57
Queue Length 95th (ft) 5 #366 314 125
Internal Link Dist (ft) 1150 848 257
Turn Bay Length (ft) 200
Base Capacity (vph) 300 1353 1343 746
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.02 0.59 0.56 0.32
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 2890 of 3079 ends

HCM 7th Signalized Intersection Summary
37: Phillip Road & Passenger Vehicle Driveway 08/31/2026 2028 With Project PM with improvements 3:51 pm 04/28/2025 Near Term Synchro 12 Report

Page 8 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 5 732 647 44 201 22
Future Volume (veh/h) 5 732 647 44 201 22
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 5 796 703 48 218 24
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 821 1360 1258 86 0 0
Arrive On Green 0.73 0.73 0.73 0.73 0.00 0.00
Sat Flow, veh/h 712 1870 1731 118 0 0
Grp Volume(v), veh/h 5 796 0 751 0 0
Grp Sat Flow(s),veh/h/ln 712 1870 0 1849 0 0
Q Serve(g_s), s 0.1 3.3 0.0 3.1 0.0 0.0
Cycle Q Clear(g_c), s 3.1 3.3 0.0 3.1 0.0 0.0
Prop In Lane 1.00 0.06 0.00 0.00
Lane Grp Cap(c), veh/h 821 1360 0 1344 0 0
V/C Ratio(X) 0.01 0.59 0.00 0.56 0.00 0.00
Avail Cap(c_a), veh/h 1707 3688 0 3646 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 1.8 1.1 0.0 1.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.4 0.0 0.4 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.2 0.0 0.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 1.8 1.5 0.0 1.4 0.0 0.0
LnGrp LOS A A A
Approach Vol, veh/h 801 751 0
Approach Delay, s/veh 1.5 1.4 0.0
Approach LOS A A
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 16.5 0.0 16.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 18.5 32.5
Max Q Clear Time (g_c+I1), s 5.3 0.0 5.1
Green Ext Time (p_c), s 6.7 0.0 6.1
Intersection Summary
HCM 7th Control Delay, s/veh 1.4
HCM 7th LOS A

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Appendix I
Intersection Lane Configuration and
Traffic Control Types Changes
in Opening Year

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EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Existing AWSC1 1 thru-right1111 1 thru-left2121
2028 Signalized121231122121
2040 Signalized131231132131
Existing Signalized131131111111
2028 Signalized131131111111
2040 Signalized131131111111
Existing Signalized231231221221
2028 Signalized231231221221
2040 Signalized231231221221
Existing Signalized1311311111 1 left-thru-right
2028 Signalized1311311111 1 left-thru-right
2040 Signalized1311311111 1 left-thru-right
Existing Signalized231231221221
2028 Signalized231231221221
2040 Signalized241231221221
Existing Signalized1312311 1 thru-left11 1 thru-right
2028 Signalized1312311 1 thru-left11 1 thru-right
2040 Signalized1412412 1 thru-left11 1 thru-right
Existing Signalized14-131---2-1
2028 Signalized14-131---2-1
2040 Signalized1411411111 1 thru-right1
Existing Signalized231231221221
2028 Signalized231231221221
2040 Signalized241241221231
Existing Signalized-3112---1--1
2028 Signalized-3112---1--1
2040 Signalized-3114---1--1
Existing Signalized-412212-2121
2028 Signalized-412212-2121
2040 Signalized-412312-2121
Existing AWSC---1-1--1---
2028 Signalized121121221221
2040 Signalized121121221221
Existing Signalized221221121121
2028 Signalized221221121121
2040 Signalized221221131231
Existing Signalized12111 1 thru-right 1 thru-left1 1 left-thru-right 2028 Signalized12111 1 thru-right 1 thru-left1 1 left-thru-right 2040 Signalized12111 1 thru-right 1 thru-left1 1 left-thru-right Existing Signalized221221231231
2028 Signalized22131 1 thru-right231231
2040 Signalized22131 1 thru-right231231
Existing Signalized221221221221
2028 Signalized221221221221
2040 Signalized231231221121
15 Woodcreek Oaks
Blvd
Pleasant Grove
Blvd
13 Market St
Pleasant Grove
Blvd
14 Fiddyment Rd
Pleasant Grove
Blvd
11 Santucci Blvd
Pleasant Grove
Blvd
12 Westbrook Blvd
Pleasant Grove
Blvd
9 Fidelity Wy Blue Oaks Blvd
10 Washington Blvd Blue Oaks Blvd 7 New Meadow Dr Blue Oaks Blvd 8 Foothills Blvd Blue Oaks Blvd 5 Woodcreek Oaks
Blvd
Blue Oaks Blvd
6 Walgreens
Dwy/Roseville
Pkwy
Blue Oaks Blvd
3 Fiddyment Rd Blue Oaks Blvd 4
Diamond Creek
Blvd/Prairie Woods
Wy
Blue Oaks Blvd
1 Westbrook Blvd Blue Oaks Blvd 2 Hayden Pkwy Blue Oaks Blvd Traffic Control SB
Type
ID N-S Street E-W Street
NB
Scenarios
EB WB

Page 2893 of 3079 ends

Existing Signalized
1 1 thru-right12-1-1---
2028 Signalized1 1 thru-right12-1-1---
2040 Signalized2 1 thru-right13-1-1---
Existing Signalized231231221231
2028 Signalized231231221231
2040 Signalized231331231241
Existing Signalized231231221221
2028 Signalized231231221221
2040 Signalized231231221221
Existing Signalized131131111111
2028 Signalized131131111111
2040 Signalized131131111111
Existing Signalized321231231231
2028 Signalized321231231231
2040 Signalized331231231231
Existing Signalized2 1 thru-left11 1 thru-left123 1 thru-right231 2028 Signalized2 1 thru-left11 1 thru-left123 1 thru-right231 2040 Signalized21121123 1 thru-right231
Existing Signalized1 1 left-thru-right1----2 1 thru-right-31 2028 Signalized1 1 left-thru-right1----2 1 thru-right-31 2040 Signalized1 1 left-thru-right2----31-31
Existing Signalized---3-2-3113-
2028 Signalized---3-2-3113-
2040 Signalized---3-2-3113-
Existing Signalized1211 1 thru-right121211
2028 Signalized1211 1 thru-right121211
2040 Signalized231231231231
Existing Signalized1221---1-1
2028 Signalized1221---1-1
2040 Signalized231231231231
Existing Signalized121121111111
2028 Signalized121121111111
2040 Signalized131131111111
Existing Signalized21 1 thru-right221121121
2028 Signalized21 1 thru-right221121121
2040 Signalized231231231231
Existing Signalized1 1 thru-right121 1 thru-left1 1 thru-left1 2028 Signalized1 1 thru-right121 1 thru-left1 1 thru-left1 2040 Signalized121121 1 thru-left1 1 thru-left1
Existing Signalized121121231231
2028 Signalized121121231231
2040 Signalized221121231131
Existing AWSC1-1---12--21
2028 Signalized1-1---12--21
2040 Signalized1-1---13--31
Existing AWSC1-1---12--21
31 Westbrook Blvd 2028 Signalized
1-1---12--21
Brookstone Dr
(South)
29 Foothills Blvd
Baseline Rd/Main
St
30 Westbrook Blvd
Brookstone Dr
(North)
27 Fiddyment Rd Baseline Rd
28 Woodcreek Oaks
Blvd/Cook Riolo Rd
Baseline Rd
25 Westbrook Blvd Baseline Rd
26 Market
St/Stargazer Dr
Baseline Rd
23 Pleasant Grove
Blvd
SR 65 NB Ramps
24 Santucci Blvd/Watt
Ave
Baseline Rd
21 Pleasant Grove
Blvd
Highland Pointe Dr
22 Pleasant Grove
Blvd
SR 65 SB Ramps
19 Hallissy Dr/Gold
Coast Dr
Pleasant Grove
Blvd
20 Pleasant Grove
Blvd
Roseville Pkwy
17 Foothills Blvd
Pleasant Grove
Blvd
18 Washington Blvd
Pleasant Grove
Blvd
16 Country Club Dr
Pleasant Grove
Blvd

Page 2894 of 3079 ends

2040 Signalized
1-1---13--31
Existing Signalized121121111111
2028 Signalized121121111111
2040 Signalized121121111111
Existing Signalized111111121121
2028 Signalized111111121121
2040 Signalized111111121121
Existing Signalized 1 thru-left1 1 thru-left1121121
2028 Signalized 1 thru-left1 1 thru-left1121121
2040 Signalized 1 thru-left1 1 thru-left1121121
Existing Signalized1-1---12--21
2028 Signalized1-1---12--21
2040 Signalized1-1---12--21
Existing Signalized111 1 thru-left1121121
2028 Signalized111 1 thru-left1121121
2040 Signalized111111121121
35 Fiddyment Rd Hayden Pkwy
36 Fiddyment Rd
Village Green
Dr/Del Webb Blvd
33 Fiddyment Rd N Hayden Pkwy
34 Fiddyment Rd
Crawford
Pkwy/Old Coach
Dr
31 Westbrook Blvd
Brookstone Dr
(South)
32 Fiddyment Rd
Parkland
Wy/Angus Rd

Page 2895 of 3079 ends

Appendix J
Cumulative Year No Project Conditions
Synchro Reports

Page 2896 of 3079 ends

HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 59 595 209 264 384 136 202 677 587 443 897 69 Future Volume (veh/h) 59 595 209 264 384 136 202 677 587 443 897 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 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 62 626 220 278 404 143 213 713 618 466 944 73 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 923 285 360 1226 379 255 1120 612 513 1860 577 Arrive On Green 0.04 0.18 0.18 0.10 0.24 0.24 0.14 0.22 0.22 0.29 0.36 0.36 Sat Flow, veh/h 1781 5106 1575 3456 5106 1577 1781 5106 2790 1781 5106 1585 Grp Volume(v), veh/h 62 626 220 278 404 143 213 713 618 466 944 73 Grp Sat Flow(s),veh/h/ln 1781 1702 1575 1728 1702 1577 1781 1702 1395 1781 1702 1585 Q Serve(g_s), s 3.0 9.9 11.5 6.8 5.7 6.6 10.1 11.0 19.0 21.9 12.5 2.7 Cycle Q Clear(g_c), s 3.0 9.9 11.5 6.8 5.7 6.6 10.1 11.0 19.0 21.9 12.5 2.7 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 80 923 285 360 1226 379 255 1120 612 513 1860 577 V/C Ratio(X) 0.78 0.68 0.77 0.77 0.33 0.38 0.84 0.64 1.01 0.91 0.51 0.13 Avail Cap(c_a), veh/h 187 1061 327 459 1226 379 428 1120 612 689 1869 580 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 40.9 33.1 33.8 37.8 27.1 27.5 36.1 30.7 33.8 29.8 21.5 18.3 Incr Delay (d2), s/veh 14.7 1.5 9.6 6.1 0.2 0.6 7.1 1.2 38.8 13.1 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/ln 1.6 4.0 4.9 3.0 2.2 2.4 4.7 4.4 9.3 10.4 4.6 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.6 34.6 43.3 43.9 27.3 28.1 43.3 31.9 72.6 42.9 21.7 18.4 LnGrp LOS E C D D C C D C F D C B
Approach Vol, veh/h 908 825 1544 1483
Approach Delay, s/veh 38.1 33.0 49.8 28.2
Approach LOS D C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 29.4 23.5 13.5 20.2 16.9 36.0 8.4 25.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.5 19.0 11.5 18.0 20.8 31.7 9.1 20.4 Max Q Clear Time (g_c+I1), s 23.9 21.0 8.8 13.5 12.1 14.5 5.0 8.6 Green Ext Time (p_c), s 1.1 0.0 0.2 1.9 0.4 5.9 0.0 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 37.9
HCM 7th LOS D

Page 2897 of 3079 ends

HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1427 34 84 586 43 42 108 138 292 105 118 Future Volume (veh/h) 60 1427 34 84 586 43 42 108 138 292 105 118 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 0.95 1.00 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 1502 36 88 617 45 44 114 145 307 111 124 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 81 1977 612 113 2067 640 66 280 226 351 578 441 Arrive On Green 0.05 0.39 0.39 0.06 0.40 0.40 0.04 0.15 0.15 0.20 0.31 0.31 Sat Flow, veh/h 1781 5106 1581 1781 5106 1581 1781 1870 1509 1781 1870 1427 Grp Volume(v), veh/h 63 1502 36 88 617 45 44 114 145 307 111 124 Grp Sat Flow(s),veh/h/ln1781 1702 1581 1781 1702 1581 1781 1870 1509 1781 1870 1427 Q Serve(g_s), s 3.1 22.6 1.3 4.3 7.3 1.5 2.2 4.9 8.0 14.8 3.9 5.8 Cycle Q Clear(g_c), s 3.1 22.6 1.3 4.3 7.3 1.5 2.2 4.9 8.0 14.8 3.9 5.8 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 81 1977 612 113 2067 640 66 280 226 351 578 441 V/C Ratio(X) 0.77 0.76 0.06 0.78 0.30 0.07 0.66 0.41 0.64 0.88 0.19 0.28 Avail Cap(c_a), veh/h 209 2447 758 171 2338 724 175 411 332 532 787 600 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 41.9 23.6 17.0 40.9 17.9 16.2 42.1 34.1 35.5 34.5 22.5 23.2 Incr Delay (d2), s/veh 14.3 1.1 0.0 12.1 0.1 0.0 10.7 1.0 3.0 10.2 0.2 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 8.4 0.4 2.2 2.6 0.5 1.1 2.2 2.9 7.2 1.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.2 24.7 17.1 53.0 17.9 16.2 52.8 35.1 38.5 44.8 22.7 23.5 LnGrp LOS E C B D B B D D D D C C
Approach Vol, veh/h 1601 750 303 542
Approach Delay, s/veh 25.8 22.0 39.3 35.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.0 17.8 10.1 38.8 7.8 31.9 8.6 40.4 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), s26.5 19.5 8.5 42.5 8.7 37.3 10.4 40.6 Max Q Clear Time (g_c+I1), s16.8 10.0 6.3 24.6 4.2 7.8 5.1 9.3 Green Ext Time (p_c), s 0.6 0.7 0.0 9.7 0.0 1.1 0.0 4.1 Intersection Summary
HCM 7th Control Delay, s/veh 27.8
HCM 7th LOS C

Page 2898 of 3079 ends

HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 269 1460 120 354 596 157 56 1104 503 294 912 162 Future Volume (veh/h) 269 1460 120 354 596 157 56 1104 503 294 912 162 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 283 1537 23 373 627 56 59 1162 202 309 960 71 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 813 1556 483 369 866 269 360 1227 547 300 1165 519 Arrive On Green 0.24 0.30 0.30 0.11 0.17 0.17 0.10 0.35 0.35 0.09 0.33 0.33 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1584 3456 3554 1584 Grp Volume(v), veh/h 283 1537 23 373 627 56 59 1162 202 309 960 71 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1584 1728 1777 1584 Q Serve(g_s), s 10.2 44.8 1.1 16.0 17.4 3.6 2.3 47.6 14.3 13.0 37.2 4.7 Cycle Q Clear(g_c), s 10.2 44.8 1.1 16.0 17.4 3.6 2.3 47.6 14.3 13.0 37.2 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 813 1556 483 369 866 269 360 1227 547 300 1165 519 V/C Ratio(X) 0.35 0.99 0.05 1.01 0.72 0.21 0.16 0.95 0.37 1.03 0.82 0.14 Avail Cap(c_a), veh/h 813 1556 483 369 1501 466 360 1235 550 300 1353 603 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 51.8 19.6 66.8 58.8 34.1 61.1 47.7 36.8 68.3 46.3 35.4 Incr Delay (d2), s/veh 0.1 20.0 0.1 49.3 1.7 0.6 0.1 15.0 0.8 59.7 4.5 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/ln4.4 21.4 0.6 9.4 7.5 1.8 1.0 23.0 5.5 8.1 16.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.8 71.7 19.7 116.1 60.5 34.7 61.2 62.7 37.6 128.1 50.8 35.6 LnGrp LOS D E B F E C E E D F D D
Approach Vol, veh/h 1843 1056 1423 1340
Approach Delay, s/veh 67.4 78.8 59.1 67.8
Approach LOS E E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.0 57.7 21.0 52.0 21.6 55.1 41.6 31.4 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s13.0 52.0 16.0 45.6 8.0 57.0 18.0 * 44 Max Q Clear Time (g_c+I1), s15.0 49.6 18.0 46.8 4.3 39.2 12.2 19.4 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 0.0 9.8 0.3 6.0 Intersection Summary
HCM 7th Control Delay, s/veh 67.5
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
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 2767 68 82 1232 156 34 28 114 480 39 53 Future Volume (veh/h) 77 2767 68 82 1232 156 34 28 114 480 39 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 0.95 1.00 0.98 1.00 0.68 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 2913 36 86 1297 82 36 29 9 581 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 138 2893 857 109 2809 853 149 157 90 448 235 0 Arrive On Green 0.08 0.57 0.57 0.06 0.55 0.55 0.08 0.08 0.08 0.13 0.00 0.00 Sat Flow, veh/h 1781 5106 1513 1781 5106 1550 1781 1870 1078 3563 1870 0 Grp Volume(v), veh/h 81 2913 36 86 1297 82 36 29 9 581 0 0 Grp Sat Flow(s),veh/h/ln1781 1702 1513 1781 1702 1550 1781 1870 1078 1781 1870 0 Q Serve(g_s), s 5.3 68.0 1.3 5.7 18.4 3.0 2.3 1.7 0.9 15.1 0.0 0.0 Cycle Q Clear(g_c), s 5.3 68.0 1.3 5.7 18.4 3.0 2.3 1.7 0.9 15.1 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 138 2893 857 109 2809 853 149 157 90 448 235 0 V/C Ratio(X) 0.58 1.01 0.04 0.79 0.46 0.10 0.24 0.18 0.10 1.30 0.00 0.00 Avail Cap(c_a), veh/h 238 2893 857 386 2809 853 303 318 183 448 235 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) 0.22 0.22 0.22 0.83 0.83 0.83 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.5 26.0 11.5 55.6 16.3 12.8 51.4 51.1 50.8 52.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 9.6 0.0 3.9 0.5 0.2 0.3 0.2 0.2 148.9 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/ln2.3 26.8 0.4 2.6 6.7 1.0 1.0 0.8 0.2 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.8 35.6 11.6 59.5 16.7 13.0 51.7 51.4 51.0 201.4 0.0 0.0 LnGrp LOS D F B E B B D D D F
Approach Vol, veh/h 3030 1465 74 581
Approach Delay, s/veh 35.8 19.0 51.5 201.4
Approach LOS D B D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.7 11.3 74.0 20.0 13.3 72.0
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 20.4 26.0 39.0 15.1 16.0 49.0 Max Q Clear Time (g_c+I1), s 4.3 7.7 70.0 17.1 7.3 20.4 Green Ext Time (p_c), s 0.1 0.1 0.0 0.0 0.0 19.9
Intersection Summary
HCM 7th Control Delay, s/veh 49.9
HCM 7th LOS D
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
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 123 2814 424 250 1185 494 203 588 460 316 265 82 Future Volume (veh/h) 123 2814 424 250 1185 494 203 588 460 316 265 82 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 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 2962 214 263 1247 368 214 619 384 333 279 22 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 2917 705 276 2384 737 260 836 368 346 924 401 Arrive On Green 0.07 0.45 0.45 0.16 0.93 0.93 0.08 0.24 0.24 0.10 0.26 0.26 Sat Flow, veh/h 3456 6434 1556 3456 5106 1578 3456 3554 1563 3456 3554 1541 Grp Volume(v), veh/h 129 2962 214 263 1247 368 214 619 384 333 279 22 Grp Sat Flow(s),veh/h/ln1728 1609 1556 1728 1702 1578 1728 1777 1563 1728 1777 1541 Q Serve(g_s), s 5.4 68.0 13.1 11.3 4.7 4.3 9.2 24.2 35.3 14.4 9.5 1.6 Cycle Q Clear(g_c), s 5.4 68.0 13.1 11.3 4.7 4.3 9.2 24.2 35.3 14.4 9.5 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 229 2917 705 276 2384 737 260 836 368 346 924 401 V/C Ratio(X) 0.56 1.02 0.30 0.95 0.52 0.50 0.82 0.74 1.04 0.96 0.30 0.05 Avail Cap(c_a), veh/h 249 2917 705 276 2384 737 357 836 368 346 924 401 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) 0.09 0.09 0.09 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 41.0 26.0 62.7 2.8 2.8 68.4 53.1 57.3 67.2 44.6 41.7 Incr Delay (d2), s/veh 0.1 9.6 0.1 38.1 0.7 2.2 7.7 3.7 58.9 38.4 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/ln2.4 27.6 4.8 5.9 1.2 1.3 4.3 11.0 19.6 8.1 4.2 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.0 50.6 26.1 100.8 3.5 5.0 76.0 56.8 116.2 105.7 44.9 41.8 LnGrp LOS E F C F A A E E F F D D
Approach Vol, veh/h 3305 1878 1217 634
Approach Delay, s/veh 49.7 17.4 79.0 76.7
Approach LOS D B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.0 41.0 16.0 74.0 15.3 44.7 14.0 76.0 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), s15.0 35.3 12.0 68.0 15.5 34.8 10.8 69.2 Max Q Clear Time (g_c+I1), s16.4 37.3 13.3 70.0 11.2 11.5 7.4 6.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 2.6 0.1 42.1 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
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 2 3578 10 22 1905 69 18 13 120 15 6 6 Future Volume (veh/h) 2 3578 10 22 1905 69 18 13 120 15 6 6 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 2 3766 11 23 2005 73 19 14 126 16 6 6 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 7 4483 1089 99 4644 1120 333 175 148 98 47 47 Arrive On Green 0.01 1.00 1.00 0.04 0.96 0.96 0.09 0.09 0.09 0.06 0.06 0.06 Sat Flow, veh/h 1781 6434 1563 3456 6434 1551 3563 1870 1585 1781 858 858 Grp Volume(v), veh/h 2 3766 11 23 2005 73 19 14 126 16 0 12 Grp Sat Flow(s),veh/h/ln1781 1609 1563 1728 1609 1551 1781 1870 1585 1781 0 1716 Q Serve(g_s), s 0.2 0.0 0.0 1.0 3.2 0.3 0.7 1.0 11.7 1.3 0.0 1.0 Cycle Q Clear(g_c), s 0.2 0.0 0.0 1.0 3.2 0.3 0.7 1.0 11.7 1.3 0.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 7 4483 1089 99 4644 1120 333 175 148 98 0 95 V/C Ratio(X) 0.30 0.84 0.01 0.23 0.43 0.07 0.06 0.08 0.85 0.16 0.00 0.13 Avail Cap(c_a), veh/h 89 4483 1089 173 4644 1120 1330 698 592 220 0 212 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 74.2 0.0 0.0 70.5 0.9 0.8 62.0 62.1 67.0 67.6 0.0 67.4 Incr Delay (d2), s/veh 0.8 0.2 0.0 0.4 0.3 0.1 0.0 0.1 5.2 0.3 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/ln0.1 0.1 0.0 0.4 0.7 0.1 0.3 0.5 4.9 0.6 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.1 0.2 0.0 70.9 1.2 0.9 62.0 62.2 72.1 67.9 0.0 67.7 LnGrp LOS E A A E A A E E E E E
Approach Vol, veh/h 3779 2101 159 28
Approach Delay, s/veh 0.2 1.9 70.1 67.8
Approach LOS A A E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.9 8.3 110.5 12.3 4.6 114.3
Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 56.0 7.5 49.1 18.5 7.5 49.1 Max Q Clear Time (g_c+I1), s 13.7 3.0 2.0 3.3 2.2 5.2
Green Ext Time (p_c), s 0.3 0.0 47.0 0.0 0.0 37.5
Intersection Summary
HCM 7th Control Delay, s/veh 3.0
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: New Meadow Dr & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 15 3693 5 5 1954 75 5 5 5 248 5 37 Future Volume (veh/h) 15 3693 5 5 1954 75 5 5 5 248 5 37 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 3887 5 5 2057 79 5 5 5 261 0 42 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 52 4650 1121 69 4290 1057 32 33 28 290 0 516 Arrive On Green 0.06 1.00 1.00 0.67 0.67 0.67 0.02 0.02 0.02 0.16 0.00 0.16 Sat Flow, veh/h 1781 6434 1551 32 6434 1585 1781 1870 1571 1781 0 3164 Grp Volume(v), veh/h 16 3887 5 5 2057 79 5 5 5 261 0 42 Grp Sat Flow(s),veh/h/ln1781 1609 1551 32 1609 1585 1781 1870 1571 1781 0 1582 Q Serve(g_s), s 1.3 0.0 0.0 9.4 23.5 2.6 0.4 0.4 0.5 21.6 0.0 1.7 Cycle Q Clear(g_c), s 1.3 0.0 0.0 9.4 23.5 2.6 0.4 0.4 0.5 21.6 0.0 1.7 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 52 4650 1121 69 4290 1057 32 33 28 290 0 516 V/C Ratio(X) 0.31 0.84 0.00 0.07 0.48 0.07 0.16 0.15 0.18 0.90 0.00 0.08 Avail Cap(c_a), veh/h 113 4650 1121 69 4290 1057 214 224 188 545 0 968 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.43 0.43 0.43 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 69.2 0.0 0.0 9.9 12.2 8.8 72.6 72.6 72.6 61.6 0.0 53.3 Incr Delay (d2), s/veh 0.5 0.8 0.0 2.0 0.4 0.1 2.3 2.1 3.0 4.1 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/ln0.6 0.3 0.0 0.1 7.9 0.9 0.2 0.2 0.2 10.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.7 0.8 0.0 11.9 12.6 8.9 74.9 74.6 75.6 65.6 0.0 53.3 LnGrp LOS E A A B B A E E E E D
Approach Vol, veh/h 3908 2141 15 303
Approach Delay, s/veh 1.1 12.5 75.1 63.9
Approach LOS A B E E
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 7.2 114.4 28.4 8.4 106.0
Change Period (Y+Rc), s 4.5 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 18.0 48.6 45.9 9.5 58.1
Max Q Clear Time (g_c+I1), s 2.5 2.0 23.6 3.3 25.5
Green Ext Time (p_c), s 0.0 46.5 0.4 0.0 28.2
Intersection Summary
HCM 7th Control Delay, s/veh 8.1
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
8: Foothills Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 229 2943 612 516 1713 868 360 584 350 702 578 63 Future Volume (veh/h) 229 2943 612 516 1713 868 360 584 350 702 578 63 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 3098 503 543 1803 566 379 615 0 739 608 13 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 284 2305 560 369 2462 599 323 655 751 1575 489 Arrive On Green 0.08 0.36 0.36 0.11 0.38 0.38 0.09 0.18 0.00 0.22 0.31 0.31 Sat Flow, veh/h 3456 6434 1564 3456 6434 1565 3456 3554 1585 3456 5106 1585 Grp Volume(v), veh/h 241 3098 503 543 1803 566 379 615 0 739 608 13 Grp Sat Flow(s),veh/h/ln1728 1609 1564 1728 1609 1565 1728 1777 1585 1728 1702 1585 Q Serve(g_s), s 10.3 53.7 45.6 16.0 36.0 52.5 14.0 25.6 0.0 31.9 14.0 0.9 Cycle Q Clear(g_c), s 10.3 53.7 45.6 16.0 36.0 52.5 14.0 25.6 0.0 31.9 14.0 0.9 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 284 2305 560 369 2462 599 323 655 751 1575 489 V/C Ratio(X) 0.85 1.34 0.90 1.47 0.73 0.94 1.18 0.94 0.98 0.39 0.03 Avail Cap(c_a), veh/h 290 2305 560 369 2462 599 323 656 751 1600 497 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 0.65 0.65 0.65 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 48.1 45.5 67.0 39.7 44.8 68.0 60.3 0.0 58.4 40.7 36.2 Incr Delay (d2), s/veh 19.0 157.8 19.7 222.4 1.3 19.0 106.5 21.8 0.0 28.7 0.6 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/ln5.2 46.1 20.2 18.3 14.1 22.8 10.8 13.3 0.0 16.7 5.9 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 86.9 205.9 65.2 289.4 41.0 63.7 174.5 82.1 0.0 87.1 41.3 36.3 LnGrp LOS F F E F D E F F F D D
Approach Vol, veh/h 3842 2912 994 1360
Approach Delay, s/veh 180.0 91.7 117.3 66.1
Approach LOS F F F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s36.6 33.7 20.0 59.7 18.0 52.3 16.3 63.4 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s32.6 27.7 16.0 53.7 14.0 * 47 12.6 57.1 Max Q Clear Time (g_c+I1), s33.9 27.6 18.0 55.7 16.0 16.0 12.3 54.5 Green Ext Time (p_c), s 0.0 0.1 0.0 0.0 0.0 10.2 0.0 2.6 Intersection Summary
HCM 7th Control Delay, s/veh 127.9
HCM 7th LOS F
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 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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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
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 3164 329 663 1057 388 189 0 622 112 766 442 Future Volume (veh/h) 0 3164 329 663 1057 388 189 0 622 112 766 442 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 1870 1870 1870 1870 1870 1870 0 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 3331 346 698 1113 0 199 0 655 118 806 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, % 0 2 2 2 2 2 2 0 2 2 2 2
Cap, veh/h 0 3302 813 369 3301 0 0 0 487 972
Arrive On Green 0.00 0.51 0.51 0.11 0.65 0.00 0.00 0.00 0.00 0.27 0.27 0.00 Sat Flow, veh/h 0 6696 1584 3456 5106 1585 0 1781 3554 1585 Grp Volume(v), veh/h 0 3331 346 698 1113 0 0.0 118 806 0 Grp Sat Flow(s),veh/h/ln 0 1609 1584 1728 1702 1585 1781 1777 1585 Q Serve(g_s), s 0.0 77.0 20.4 16.0 14.8 0.0 7.7 32.0 0.0 Cycle Q Clear(g_c), s 0.0 77.0 20.4 16.0 14.8 0.0 7.7 32.0 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3302 813 369 3301 487 972
V/C Ratio(X) 0.00 1.01 0.43 1.89 0.34 0.24 0.83
Avail Cap(c_a), veh/h 0 3302 813 369 3301 546 1090
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 0.37 0.37 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 36.5 22.7 67.0 12.0 0.0 42.4 51.2 0.0 Incr Delay (d2), s/veh 0.0 11.8 0.6 412.2 0.3 0.0 0.5 5.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 32.2 7.8 28.0 5.4 0.0 3.5 15.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 48.3 23.3 479.2 12.3 0.0 42.9 57.0 0.0 LnGrp LOS F C F B D E
Approach Vol, veh/h 3677 1811 924
Approach Delay, s/veh 45.9 192.2 55.2
Approach LOS D F E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 20.0 83.0 47.0 103.0
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 16.0 48.0 46.0 68.0
Max Q Clear Time (g_c+I1), s 18.0 79.0 34.0 16.8
Green Ext Time (p_c), s 0.0 0.0 7.0 21.0
Intersection Summary
HCM 7th Control Delay, s/veh 88.6
HCM 7th LOS F
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 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 5 460 580 109 254 62 330 711 62 72 323 5 Future Volume (veh/h) 5 460 580 109 254 62 330 711 62 72 323 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 484 306 115 267 27 347 748 20 76 340 5 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 12 952 424 170 1267 564 419 1020 455 204 799 356 Arrive On Green 0.01 0.27 0.27 0.10 0.36 0.36 0.12 0.29 0.29 0.06 0.22 0.22 Sat Flow, veh/h 1781 3554 1582 1781 3554 1582 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 5 484 306 115 267 27 347 748 20 76 340 5 Grp Sat Flow(s),veh/h/ln1781 1777 1582 1781 1777 1582 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.2 7.1 10.9 3.9 3.2 0.7 6.1 11.8 0.6 1.3 5.1 0.2 Cycle Q Clear(g_c), s 0.2 7.1 10.9 3.9 3.2 0.7 6.1 11.8 0.6 1.3 5.1 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 12 952 424 170 1267 564 419 1020 455 204 799 356 V/C Ratio(X) 0.42 0.51 0.72 0.68 0.21 0.05 0.83 0.73 0.04 0.37 0.43 0.01 Avail Cap(c_a), veh/h 216 1694 754 216 1694 754 419 1579 704 419 1579 704 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 30.6 19.2 20.6 27.1 13.9 13.0 26.6 19.9 15.9 28.0 20.6 18.7 Incr Delay (d2), s/veh 22.1 0.4 2.3 5.7 0.1 0.0 13.0 1.0 0.0 1.1 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/ln0.1 2.6 3.8 1.8 1.1 0.2 3.0 4.3 0.2 0.5 1.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.7 19.6 22.9 32.8 13.9 13.1 39.5 21.0 16.0 29.1 20.9 18.7 LnGrp LOS D B C C B B D C B C C B
Approach Vol, veh/h 795 409 1115 421
Approach Delay, s/veh 21.1 19.2 26.7 22.4
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.1 22.3 10.4 21.1 12.0 18.4 4.9 26.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s7.5 27.5 7.5 29.5 7.5 27.5 7.5 29.5 Max Q Clear Time (g_c+I1), s3.3 13.8 5.9 12.9 8.1 7.1 2.2 5.2 Green Ext Time (p_c), s 0.1 4.0 0.0 3.7 0.0 1.9 0.0 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 103 502 18 97 306 495 39 1081 54 793 934 79 Future Volume (veh/h) 103 502 18 97 306 495 39 1081 54 793 934 79 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 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 108 528 19 102 322 521 41 1138 57 835 983 83 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 208 1204 528 207 1203 536 69 1396 414 655 2202 662 Arrive On Green 0.06 0.34 0.34 0.06 0.34 0.34 0.04 0.27 0.27 0.19 0.43 0.43 Sat Flow, veh/h 3456 3554 1559 3456 3554 1582 1781 5106 1515 3456 5106 1535 Grp Volume(v), veh/h 108 528 19 102 322 521 41 1138 57 835 983 83 Grp Sat Flow(s),veh/h/ln1728 1777 1559 1728 1777 1582 1781 1702 1515 1728 1702 1535 Q Serve(g_s), s 4.5 17.0 1.2 4.2 9.7 47.9 3.3 30.8 4.2 28.0 20.0 4.8 Cycle Q Clear(g_c), s 4.5 17.0 1.2 4.2 9.7 47.9 3.3 30.8 4.2 28.0 20.0 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 208 1204 528 207 1203 536 69 1396 414 655 2202 662 V/C Ratio(X) 0.52 0.44 0.04 0.49 0.27 0.97 0.60 0.82 0.14 1.27 0.45 0.13 Avail Cap(c_a), veh/h 222 1204 528 222 1204 536 110 1456 432 655 2202 662 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 67.3 37.9 32.7 67.2 35.5 48.1 69.8 50.2 40.5 59.8 29.6 25.2 Incr Delay (d2), s/veh 0.7 0.6 0.1 0.7 0.3 32.2 3.1 4.3 0.4 134.9 0.7 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/ln2.0 7.4 0.5 1.9 4.2 23.1 1.6 13.4 1.6 24.4 8.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.0 38.5 32.7 67.9 35.8 80.3 72.9 54.5 40.9 194.7 30.2 25.6 LnGrp LOS E D C E D F E D D F C C
Approach Vol, veh/h 655 945 1236 1901
Approach Delay, s/veh 43.2 63.8 54.5 102.3
Approach LOS D E D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s33.0 46.0 12.9 55.7 9.7 69.3 12.9 55.7 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 42.1 9.5 50.0 9.1 62.0 9.5 50.0 Max Q Clear Time (g_c+I1), s30.0 32.8 6.2 19.0 5.3 22.0 6.5 49.9 Green Ext Time (p_c), s 0.0 7.1 0.0 7.4 0.0 25.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 74.0
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 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 113 1036 13 120 626 181 56 122 204 54 277 101 Future Volume (veh/h) 113 1036 13 120 626 181 56 122 204 54 277 101 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 1091 5 126 659 159 59 128 34 57 292 97 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 164 1177 520 165 940 227 72 157 197 62 318 106 Arrive On Green 0.09 0.33 0.33 0.09 0.33 0.33 0.12 0.12 0.12 0.27 0.27 0.27 Sat Flow, veh/h 1781 3554 1568 1781 2833 683 581 1260 1585 229 1171 389 Grp Volume(v), veh/h 119 1091 5 126 413 405 187 0 34 446 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1568 1781 1777 1739 1841 0 1585 1789 0 0 Q Serve(g_s), s 6.8 31.2 0.2 7.3 21.3 21.3 10.4 0.0 2.0 25.5 0.0 0.0 Cycle Q Clear(g_c), s 6.8 31.2 0.2 7.3 21.3 21.3 10.4 0.0 2.0 25.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.39 0.32 1.00 0.13 0.22
Lane Grp Cap(c), veh/h 164 1177 520 165 590 577 229 0 197 485 0 0 V/C Ratio(X) 0.73 0.93 0.01 0.76 0.70 0.70 0.82 0.00 0.17 0.92 0.00 0.00 Avail Cap(c_a), veh/h 381 1192 526 245 590 577 563 0 485 578 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 46.5 34.0 23.6 46.6 30.6 30.6 44.9 0.0 41.2 37.2 0.0 0.0 Incr Delay (d2), s/veh 2.3 12.5 0.0 3.6 4.3 4.4 2.7 0.0 0.2 16.7 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/ln3.1 15.2 0.1 3.4 9.7 9.5 4.9 0.0 0.8 13.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.8 46.5 23.6 50.2 34.9 35.1 47.7 0.0 41.4 54.0 0.0 0.0 LnGrp LOS D D C D C D D D D
Approach Vol, veh/h 1215 944 221 446
Approach Delay, s/veh 46.6 37.0 46.7 54.0
Approach LOS D D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.4 13.7 40.6 32.5 13.7 40.6
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 32.2 14.5 35.3 34.0 22.5 27.3 Max Q Clear Time (g_c+I1), s 12.4 9.3 33.2 27.5 8.8 23.3 Green Ext Time (p_c), s 0.7 0.1 1.7 1.1 0.1 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 44.6
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
14: Fiddyment Rd & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 159 760 644 608 470 76 408 1418 966 152 1141 77 Future Volume (veh/h) 159 760 644 608 470 76 408 1418 966 152 1141 77 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 167 800 277 640 495 69 429 1493 721 160 1201 33 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 214 1299 572 453 1544 689 191 1588 487 179 1571 488 Arrive On Green 0.06 0.37 0.37 0.13 0.43 0.43 0.06 0.31 0.31 0.05 0.31 0.31 Sat Flow, veh/h 3456 3554 1565 3456 3554 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 167 800 277 640 495 69 429 1493 721 160 1201 33 Grp Sat Flow(s),veh/h/ln1728 1777 1565 1728 1777 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 6.9 26.7 19.8 19.0 13.3 3.7 8.0 41.3 45.1 6.7 30.9 2.1 Cycle Q Clear(g_c), s 6.9 26.7 19.8 19.0 13.3 3.7 8.0 41.3 45.1 6.7 30.9 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 214 1299 572 453 1544 689 191 1588 487 179 1571 488 V/C Ratio(X) 0.78 0.62 0.48 1.41 0.32 0.10 2.25 0.94 1.48 0.90 0.76 0.07 Avail Cap(c_a), veh/h 296 1306 575 453 1544 689 191 1588 487 179 1585 492 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) 0.21 0.21 0.21 1.00 1.00 1.00 0.09 0.09 0.09 0.55 0.55 0.55 Uniform Delay (d), s/veh 67.0 37.7 35.5 63.0 26.9 24.2 68.5 48.6 50.0 68.4 45.4 35.5 Incr Delay (d2), s/veh 1.2 0.5 0.6 198.7 0.5 0.3 564.1 1.4 217.6 25.0 1.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 11.4 7.5 20.7 5.6 1.4 18.4 17.2 46.5 3.5 12.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.3 38.1 36.1 261.7 27.5 24.5 632.6 50.0 267.6 93.3 46.9 35.6 LnGrp LOS E D D F C C F D F F D D
Approach Vol, veh/h 1244 1204 2643 1394
Approach Delay, s/veh 41.7 151.8 203.9 52.0
Approach LOS D F F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.5 51.5 23.0 59.0 12.0 51.0 13.0 69.0 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s7.5 45.1 19.0 * 53 8.0 * 45 12.4 59.6 Max Q Clear Time (g_c+I1), s8.7 47.1 21.0 28.7 10.0 32.9 8.9 15.3 Green Ext Time (p_c), s 0.0 0.0 0.0 10.7 0.0 8.5 0.1 5.4 Intersection Summary
HCM 7th Control Delay, s/veh 130.5
HCM 7th LOS F
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 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 141 1572 202 200 911 220 131 909 522 385 448 243 Future Volume (veh/h) 141 1572 202 200 911 220 131 909 522 385 448 243 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 148 1655 0 211 959 0 138 957 0 405 472 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 193 1627 2017 4380 183 990 380 1601
Arrive On Green 0.06 0.32 0.00 0.58 0.86 0.00 0.05 0.28 0.00 0.21 0.45 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 148 1655 0 211 959 0 138 957 0 405 472 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.3 47.8 0.0 4.1 4.9 0.0 5.9 39.9 0.0 32.0 12.6 0.0 Cycle Q Clear(g_c), s 6.3 47.8 0.0 4.1 4.9 0.0 5.9 39.9 0.0 32.0 12.6 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 193 1627 2017 4380 183 990 380 1601 V/C Ratio(X) 0.77 1.02 0.10 0.22 0.75 0.97 1.07 0.29
Avail Cap(c_a), veh/h 253 1627 2017 4380 253 990 380 1601 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 69.8 51.1 0.0 13.8 1.9 0.0 70.1 53.4 0.0 59.0 26.1 0.0 Incr Delay (d2), s/veh 6.8 26.7 0.0 0.0 0.0 0.0 4.7 21.0 0.0 64.7 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/ln2.9 23.8 0.0 1.6 0.9 0.0 2.7 20.4 0.0 21.0 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 76.6 77.8 0.0 13.9 1.9 0.0 74.8 74.4 0.0 123.7 26.3 0.0 LnGrp LOS E F B A E E F C
Approach Vol, veh/h 1803 1170 1095 877
Approach Delay, s/veh 77.7 4.1 74.4 71.3
Approach LOS E A E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s37.7 47.5 94.7 53.5 11.9 73.3 12.4 135.8 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), s32.0 * 42 9.0 * 48 11.0 62.8 11.0 45.8 Max Q Clear Time (g_c+I1), s34.0 41.9 6.1 49.8 7.9 14.6 8.3 6.9 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 5.6 0.1 12.5 Intersection Summary
HCM 7th Control Delay, s/veh 58.4
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 2912 of 3079 ends

HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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
16: Country Club Dr & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 18 ends

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2323 141 116 1163 103 232
Future Volume (veh/h) 2323 141 116 1163 103 232
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 2445 148 122 1224 108 244
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3252 195 144 3919 299 266
Arrive On Green 0.66 0.66 0.08 0.77 0.17 0.17
Sat Flow, veh/h 5095 295 1781 5274 1781 1585
Grp Volume(v), veh/h 1680 913 122 1224 108 244
Grp Sat Flow(s),veh/h/ln1702 1817 1781 1702 1781 1585
Q Serve(g_s), s 49.7 51.4 10.1 11.0 8.1 22.7
Cycle Q Clear(g_c), s 49.7 51.4 10.1 11.0 8.1 22.7
Prop In Lane 0.16 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2247 1200 144 3919 299 266
V/C Ratio(X) 0.75 0.76 0.85 0.31 0.36 0.92
Avail Cap(c_a), veh/h 2247 1200 178 3919 428 380
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 17.1 17.4 68.0 5.3 55.3 61.4
Incr Delay (d2), s/veh 2.3 4.6 22.3 0.2 0.3 17.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln18.3 20.9 5.4 3.4 3.7 10.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.4 22.0 90.4 5.5 55.6 78.8
LnGrp LOS B C F A E E
Approach Vol, veh/h 2593 1346 352
Approach Delay, s/veh 20.3 13.2 71.7
Approach LOS C B E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 29.2 16.1 104.7 120.8
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 36.0 15.0 85.3 104.3
Max Q Clear Time (g_c+I1), s 24.7 12.1 53.4 13.0
Green Ext Time (p_c), s 0.5 0.0 29.6 21.5
Intersection Summary
HCM 7th Control Delay, s/veh 22.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 2914 of 3079 ends

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 19 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 502 1768 175 561 934 164 180 993 740 185 441 132 Future Volume (veh/h) 502 1768 175 561 934 164 180 993 740 185 441 132 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 528 1861 0 591 983 0 189 1045 0 195 464 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 576 2125 636 1931 235 1066 207 1879
Arrive On Green 0.17 0.42 0.00 0.13 0.38 0.00 0.07 0.30 0.00 0.06 0.29 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 3554 1585 3456 6434 1585 Grp Volume(v), veh/h 528 1861 0 591 983 0 189 1045 0 195 464 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1777 1585 1728 1609 1585 Q Serve(g_s), s 22.5 50.2 0.0 17.5 22.2 0.0 8.1 43.7 0.0 8.4 8.3 0.0 Cycle Q Clear(g_c), s 22.5 50.2 0.0 17.5 22.2 0.0 8.1 43.7 0.0 8.4 8.3 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 576 2125 636 1931 235 1066 207 1879 V/C Ratio(X) 0.92 0.88 0.93 0.51 0.80 0.98 0.94 0.25
Avail Cap(c_a), veh/h 652 2125 636 1931 323 1066 207 1879 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 61.5 40.2 0.0 64.8 35.9 0.0 68.9 52.1 0.0 70.2 40.5 0.0 Incr Delay (d2), s/veh 15.8 5.4 0.0 19.8 1.0 0.0 7.0 22.8 0.0 45.9 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/ln11.0 21.3 0.0 8.5 9.2 0.0 3.8 22.5 0.0 5.0 3.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.2 45.7 0.0 84.7 36.9 0.0 75.9 74.9 0.0 116.1 40.6 0.0 LnGrp LOS E D F D E E F D
Approach Vol, veh/h 2389 1574 1234 659
Approach Delay, s/veh 52.6 54.8 75.0 62.9
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 51.0 25.0 68.5 14.2 49.8 30.7 62.8 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s9.0 45.0 19.0 * 55 14.0 40.0 28.3 46.0 Max Q Clear Time (g_c+I1), s10.4 45.7 19.5 52.2 10.1 10.3 24.5 24.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.9 0.1 4.5 0.5 9.1 Intersection Summary
HCM 7th Control Delay, s/veh 59.1
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.

Page 2915 of 3079 ends

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 21 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 228 2211 295 159 1019 67 317 846 294 68 654 304 Future Volume (veh/h) 228 2211 295 159 1019 67 317 846 294 68 654 304 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 240 2327 311 167 1073 0 334 891 0 72 688 320 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 286 2379 727 803 3201 346 1073 153 828 363
Arrive On Green 0.08 0.47 0.47 0.23 0.63 0.00 0.10 0.30 0.00 0.04 0.23 0.23 Sat Flow, veh/h 3456 5106 1561 3456 5106 1585 3456 3554 1585 3456 3554 1561 Grp Volume(v), veh/h 240 2327 311 167 1073 0 334 891 0 72 688 320 Grp Sat Flow(s),veh/h/ln1728 1702 1561 1728 1702 1585 1728 1777 1585 1728 1777 1561 Q Serve(g_s), s 10.3 67.1 19.9 5.8 14.9 0.0 14.4 35.0 0.0 3.1 27.6 31.1 Cycle Q Clear(g_c), s 10.3 67.1 19.9 5.8 14.9 0.0 14.4 35.0 0.0 3.1 27.6 31.1 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 286 2379 727 803 3201 346 1073 153 828 363 V/C Ratio(X) 0.84 0.98 0.43 0.21 0.34 0.97 0.83 0.47 0.83 0.88 Avail Cap(c_a), veh/h 369 2379 727 803 3201 346 1073 161 839 368 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 67.8 39.3 26.7 46.4 13.2 0.0 67.2 48.8 0.0 70.0 54.7 61.1 Incr Delay (d2), s/veh 10.3 14.0 1.8 0.0 0.3 0.0 39.2 6.4 0.0 0.8 9.5 24.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 29.7 7.6 2.5 5.5 0.0 8.1 16.1 0.0 1.4 13.2 14.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.1 53.3 28.6 46.5 13.5 0.0 106.4 55.2 0.0 70.8 64.2 86.0 LnGrp LOS E D C D B F E E E F
Approach Vol, veh/h 2878 1240 1225 1080
Approach Delay, s/veh 52.7 17.9 69.2 71.1
Approach LOS D B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.7 51.0 42.0 75.6 20.7 41.0 16.4 101.1 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s7.0 43.7 8.0 69.9 15.0 * 35 16.0 63.6 Max Q Clear Time (g_c+I1), s5.1 37.0 7.8 69.1 16.4 33.1 12.3 16.9 Green Ext Time (p_c), s 0.0 4.5 0.0 0.8 0.0 1.9 0.2 13.4 Intersection Summary
HCM 7th Control Delay, s/veh 52.2
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 2917 of 3079 ends

HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 2437 24 40 1138 125 55 76 38 163 28 28 Future Volume (veh/h) 14 2437 24 40 1138 125 55 76 38 163 28 28 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 2565 0 42 1198 0 58 80 0 172 29 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 39 2546 372 3559 76 107 178 215
Arrive On Green 0.02 0.50 0.00 0.21 0.70 0.00 0.04 0.06 0.00 0.10 0.11 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 15 2565 0 42 1198 0 58 80 0 172 29 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.2 74.8 0.0 2.9 13.9 0.0 4.8 6.3 0.0 14.4 2.1 0.0 Cycle Q Clear(g_c), s 1.2 74.8 0.0 2.9 13.9 0.0 4.8 6.3 0.0 14.4 2.1 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 39 2546 372 3559 76 107 178 215
V/C Ratio(X) 0.39 1.01 0.11 0.34 0.77 0.75 0.97 0.13
Avail Cap(c_a), veh/h 89 2546 372 3559 125 436 178 481
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 72.4 37.6 0.0 48.1 9.0 0.0 71.1 69.6 0.0 67.2 59.7 0.0 Incr Delay (d2), s/veh 2.4 19.6 0.0 0.0 0.3 0.0 5.9 7.4 0.0 56.9 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/ln0.6 33.9 0.0 1.3 4.8 0.0 2.3 3.3 0.0 9.4 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.7 57.2 0.0 48.2 9.3 0.0 77.0 77.0 0.0 124.1 60.0 0.0 LnGrp LOS E F D A E E F E
Approach Vol, veh/h 2580 1240 138 201
Approach Delay, s/veh 57.3 10.6 77.0 114.8
Approach LOS E B E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.0 13.5 37.0 80.5 10.4 22.1 7.3 110.2 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), s15.0 * 35 7.5 * 75 10.5 38.6 7.5 74.8 Max Q Clear Time (g_c+I1), s16.4 8.3 4.9 76.8 6.8 4.1 3.2 15.9 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.1 0.0 19.2 Intersection Summary
HCM 7th Control Delay, s/veh 46.8
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.

Page 2919 of 3079 ends

HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 2920 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 25 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 216 1408 24 590 1049 497 26 1365 1060 889 854 256 Future Volume (veh/h) 216 1408 24 590 1049 497 26 1365 1060 889 854 256 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 1482 0 621 1104 0 27 1437 0 936 899 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 272 1444 520 1605 126 1268 739 2208
Arrive On Green 0.08 0.28 0.00 0.10 0.31 0.00 0.04 0.25 0.00 0.21 0.43 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 227 1482 0 621 1104 0 27 1437 0 936 899 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 9.4 41.0 0.0 15.0 27.4 0.0 1.1 36.0 0.0 31.0 17.6 0.0 Cycle Q Clear(g_c), s 9.4 41.0 0.0 15.0 27.4 0.0 1.1 36.0 0.0 31.0 17.6 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 272 1444 520 1605 126 1268 739 2208 V/C Ratio(X) 0.83 1.03 1.20 0.69 0.21 1.13 1.27 0.41
Avail Cap(c_a), veh/h 286 1444 520 1605 191 1268 739 2208 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 0.71 0.71 0.00 Uniform Delay (d), s/veh 65.9 52.0 0.0 65.0 43.5 0.0 67.8 54.5 0.0 57.0 28.3 0.0 Incr Delay (d2), s/veh 16.8 30.7 0.0 105.4 2.4 0.0 0.3 70.4 0.0 127.8 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/ln4.7 21.1 0.0 11.4 11.7 0.0 0.5 23.3 0.0 26.3 7.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 82.7 82.7 0.0 170.4 45.9 0.0 68.1 124.9 0.0 184.8 28.5 0.0 LnGrp LOS F F F D E F F C
Approach Vol, veh/h 1709 1725 1464 1835
Approach Delay, s/veh 82.7 90.7 123.8 108.2
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s36.0 42.0 20.0 47.0 9.3 68.7 15.4 51.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 4.0 * 6 4.0 * 6 Max Green Setting (Gmax), s31.0 36.0 15.0 41.0 8.0 * 60 12.0 * 45 Max Q Clear Time (g_c+I1), s33.0 38.0 17.0 43.0 3.1 19.6 11.4 29.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 11.7 0.0 9.2 Intersection Summary
HCM 7th Control Delay, s/veh 100.7
HCM 7th LOS F
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 2921 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 257 4 144 44 2 49 215 1896 22 347 1836 202 Future Volume (veh/h) 257 4 144 44 2 49 215 1896 22 347 1836 202 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 271 4 31 46 2 52 226 1996 23 365 1933 107 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 336 182 153 213 115 96 289 2364 27 1110 3113 965 Arrive On Green 0.10 0.10 0.10 0.06 0.06 0.06 0.08 0.36 0.36 0.32 0.61 0.61 Sat Flow, veh/h 3456 1870 1570 3456 1870 1562 3456 6605 76 3456 5106 1583 Grp Volume(v), veh/h 271 4 31 46 2 52 226 1458 561 365 1933 107 Grp Sat Flow(s),veh/h/ln1728 1870 1570 1728 1870 1562 1728 1609 1855 1728 1702 1583 Q Serve(g_s), s 9.2 0.2 2.2 1.5 0.1 3.9 7.7 33.4 33.4 9.6 28.5 3.4 Cycle Q Clear(g_c), s 9.2 0.2 2.2 1.5 0.1 3.9 7.7 33.4 33.4 9.6 28.5 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 336 182 153 213 115 96 289 1727 664 1110 3113 965 V/C Ratio(X) 0.81 0.02 0.20 0.22 0.02 0.54 0.78 0.84 0.84 0.33 0.62 0.11 Avail Cap(c_a), veh/h 662 358 301 576 312 260 749 1741 669 1110 3113 965 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 0.29 0.29 0.29 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 49.0 49.9 53.5 52.9 54.6 53.9 35.5 35.5 30.9 14.7 9.8 Incr Delay (d2), s/veh 1.7 0.0 0.2 0.2 0.0 1.7 0.5 1.6 4.0 0.1 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/ln4.1 0.1 0.9 0.7 0.1 1.6 3.4 13.2 15.6 3.9 10.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.8 49.0 50.1 53.7 52.9 56.4 54.4 37.1 39.5 31.0 15.7 10.0 LnGrp LOS D D D D D E D D D C B B
Approach Vol, veh/h 306 100 2245 2405
Approach Delay, s/veh 54.2 55.1 39.4 17.7
Approach LOS D E D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s44.3 48.6 15.7 14.1 78.9 11.4
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), s11.6 35.4 11.2 9.7 30.5 5.9 Green Ext Time (p_c), s 0.2 7.6 0.5 0.4 2.7 0.1
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.

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HCM 7th Signalized Intersection Summary
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 28 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 0 577 0 0 0 0 1385 409 0 1908 386 Future Volume (veh/h) 152 0 577 0 0 0 0 1385 409 0 1908 386 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 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 107 0 664 0 1458 431 0 2008 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 297 0 793 0 3787 1149 0 3787
Arrive On Green 0.17 0.00 0.17 0.00 0.74 0.74 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 4755 0 5274 1549 0 5274 1585
Grp Volume(v), veh/h 107 0 664 0 1458 431 0 2008 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1549 0 1702 1585 Q Serve(g_s), s 6.4 0.0 16.2 0.0 12.4 11.9 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.0 16.2 0.0 12.4 11.9 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 297 0 793 0 3787 1149 0 3787
V/C Ratio(X) 0.36 0.00 0.84 0.00 0.39 0.38 0.00 0.53
Avail Cap(c_a), veh/h 545 0 1454 0 3787 1149 0 3787
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.00 0.78 0.00 Uniform Delay (d), s/veh 44.3 0.0 48.4 0.0 5.6 5.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.9 0.0 0.3 0.9 0.0 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 %ile BackOfQ(50%),veh/ln2.9 0.0 6.5 0.0 4.0 3.7 0.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.6 0.0 49.3 0.0 5.9 6.5 0.0 0.4 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 771 1889 2008
Approach Delay, s/veh 48.7 6.0 0.4
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 94.7 25.3 94.7
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 72.3 36.7 72.3
Max Q Clear Time (g_c+I1), s 14.4 18.2 2.0
Green Ext Time (p_c), s 34.2 1.8 39.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.7
HCM 7th LOS B
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 2924 of 3079 ends

HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 29 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 823 1085 1166 371 245 1471
Future Volume (veh/h) 823 1085 1166 371 245 1471
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 866 1142 1227 0 258 1548
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1201 1117 2338 287 3332
Arrive On Green 0.24 0.24 0.61 0.00 0.16 0.65
Sat Flow, veh/h 5023 2790 5274 1585 1781 5274
Grp Volume(v), veh/h 866 1142 1227 0 258 1548
Grp Sat Flow(s),veh/h/ln1674 1395 1702 1585 1781 1702
Q Serve(g_s), s 19.0 28.7 16.6 0.0 17.0 18.1
Cycle Q Clear(g_c), s 19.0 28.7 16.6 0.0 17.0 18.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1201 1117 2338 287 3332
V/C Ratio(X) 0.72 1.02 0.52 0.90 0.46
Avail Cap(c_a), veh/h 1201 1117 2338 520 3332
HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.92 0.00 1.00 1.00
Uniform Delay (d), s/veh 42.0 36.0 16.0 0.0 49.4 10.4
Incr Delay (d2), s/veh 1.9 32.8 0.8 0.0 4.1 0.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.0 21.0 5.7 0.0 7.7 6.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.8 68.7 16.7 0.0 53.5 10.9
LnGrp LOS D F B D B
Approach Vol, veh/h 2008 1227 1806
Approach Delay, s/veh 58.0 16.7 16.9
Approach LOS E B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s23.3 60.7 84.0 36.0
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s35.0 39.3 78.3 28.7
Max Q Clear Time (g_c+I1), s19.0 18.6 20.1 30.7
Green Ext Time (p_c), s 0.3 11.3 26.7 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 33.2
HCM 7th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Page 2925 of 3079 ends

HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 30 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 424 1494 62 596 1519 35 69 803 320 99 899 562 Future Volume (veh/h) 424 1494 62 596 1519 35 69 803 320 99 899 562 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 446 1573 22 627 1599 14 73 845 103 104 946 347 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 512 1702 528 684 1956 607 187 1099 341 199 1117 347 Arrive On Green 0.15 0.33 0.33 0.20 0.38 0.38 0.05 0.22 0.22 0.06 0.22 0.22 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 446 1573 22 627 1599 14 73 845 103 104 946 347 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 14.8 34.9 1.1 20.9 33.0 0.6 2.4 18.3 6.4 3.4 20.9 25.7 Cycle Q Clear(g_c), s 14.8 34.9 1.1 20.9 33.0 0.6 2.4 18.3 6.4 3.4 20.9 25.7 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 512 1702 528 684 1956 607 187 1099 341 199 1117 347 V/C Ratio(X) 0.87 0.92 0.04 0.92 0.82 0.02 0.39 0.77 0.30 0.52 0.85 1.00 Avail Cap(c_a), veh/h 736 1709 530 736 1956 607 206 1117 347 206 1117 347 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 37.7 26.5 46.2 32.5 22.6 53.7 43.3 38.7 53.8 44.0 45.9 Incr Delay (d2), s/veh 5.9 9.5 0.1 15.1 3.4 0.0 0.5 4.8 1.9 0.9 6.5 48.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.6 15.3 0.4 10.1 13.5 0.2 1.0 7.9 2.6 1.5 9.4 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.8 47.2 26.6 61.2 35.9 22.6 54.2 48.1 40.6 54.6 50.5 94.3 LnGrp LOS D D C E D C D D D D D F
Approach Vol, veh/h 2041 2240 1021 1397
Approach Delay, s/veh 48.6 42.9 47.8 61.7
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 31.6 28.2 45.8 11.4 32.0 22.4 51.7 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), s7.0 25.7 25.0 39.3 7.0 25.7 25.0 39.3 Max Q Clear Time (g_c+I1), s5.4 20.3 22.9 36.9 4.4 27.7 16.8 35.0 Green Ext Time (p_c), s 0.0 4.1 0.4 2.3 0.0 0.0 0.6 4.0 Intersection Summary
HCM 7th Control Delay, s/veh 49.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Page 2926 of 3079 ends

HCM 7th Signalized Intersection Summary
25: Westbrook Blvd & Baseline Rd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 461 1248 11 289 1483 179 37 536 548 275 695 632 Future Volume (veh/h) 461 1248 11 289 1483 179 37 536 548 275 695 632 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 485 1314 5 304 1561 89 39 564 414 289 732 466 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 437 1654 514 364 1523 473 98 1506 468 250 1753 544 Arrive On Green 0.13 0.32 0.32 0.11 0.30 0.30 0.03 0.29 0.29 0.07 0.34 0.34 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 485 1314 5 304 1561 89 39 564 414 289 732 466 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 14.0 25.9 0.2 9.5 33.0 4.6 1.2 9.7 27.6 8.0 12.2 30.3 Cycle Q Clear(g_c), s 14.0 25.9 0.2 9.5 33.0 4.6 1.2 9.7 27.6 8.0 12.2 30.3 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 437 1654 514 364 1523 473 98 1506 468 250 1753 544 V/C Ratio(X) 1.11 0.79 0.01 0.84 1.02 0.19 0.40 0.37 0.89 1.16 0.42 0.86 Avail Cap(c_a), veh/h 437 1654 514 390 1523 473 141 1685 523 250 1846 573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.3 34.0 25.4 48.5 38.8 28.9 52.8 30.9 37.2 51.3 27.8 33.8 Incr Delay (d2), s/veh 76.1 3.2 0.0 13.8 29.6 0.4 2.6 0.2 15.4 105.8 0.1 11.0 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/ln10.4 10.6 0.1 4.7 17.2 1.7 0.6 4.0 12.1 7.1 4.9 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 124.4 37.2 25.4 62.3 68.4 29.3 55.4 31.1 52.7 157.2 27.9 44.8 LnGrp LOS F D C E F C E C D F C D
Approach Vol, veh/h 1804 1954 1017 1487
Approach Delay, s/veh 60.6 65.7 40.8 58.3
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 37.6 16.2 43.8 7.6 43.0 19.0 41.0 Change Period (Y+Rc), s 5.0 * 5 4.5 8.0 4.5 5.0 5.0 8.0 Max Green Setting (Gmax), s8.0 * 37 12.5 35.0 4.5 40.0 14.0 33.0 Max Q Clear Time (g_c+I1), s10.0 29.6 11.5 27.9 3.2 32.3 16.0 35.0 Green Ext Time (p_c), s 0.0 3.1 0.1 5.7 0.0 2.9 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 58.4
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 2927 of 3079 ends

HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 32 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 1923 163 7 1916 98 212 63 12 161 120 105 Future Volume (veh/h) 12 1923 163 7 1916 98 212 63 12 161 120 105 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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 2024 172 7 2017 103 223 66 13 169 126 111 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 27 2749 850 16 2716 840 260 270 228 202 210 176 Arrive On Green 0.02 0.54 0.54 0.01 0.53 0.53 0.15 0.14 0.14 0.11 0.11 0.11 Sat Flow, veh/h 1781 5106 1579 1781 5106 1579 1781 1870 1575 1781 1870 1572 Grp Volume(v), veh/h 13 2024 172 7 2017 103 223 66 13 169 126 111 Grp Sat Flow(s),veh/h/ln1781 1702 1579 1781 1702 1579 1781 1870 1575 1781 1870 1572 Q Serve(g_s), s 0.7 28.5 5.3 0.4 28.7 3.1 11.5 2.9 0.7 8.7 6.0 6.3 Cycle Q Clear(g_c), s 0.7 28.5 5.3 0.4 28.7 3.1 11.5 2.9 0.7 8.7 6.0 6.3 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 27 2749 850 16 2716 840 260 270 228 202 210 176 V/C Ratio(X) 0.48 0.74 0.20 0.44 0.74 0.12 0.86 0.24 0.06 0.84 0.60 0.63 Avail Cap(c_a), veh/h 95 2842 879 95 2842 879 512 936 788 246 645 542 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 45.9 16.6 11.2 46.3 17.0 11.0 39.2 35.6 34.7 40.8 39.7 39.9 Incr Delay (d2), s/veh 4.7 1.2 0.2 7.0 1.3 0.1 3.2 1.0 0.2 15.9 3.4 4.6 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/ln0.3 9.8 1.7 0.2 9.9 1.0 5.2 1.4 0.3 4.7 2.9 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.6 17.8 11.5 53.4 18.3 11.1 42.4 36.6 34.9 56.7 43.1 44.4 LnGrp LOS D B B D B B D D C E D D
Approach Vol, veh/h 2209 2127 302 406
Approach Delay, s/veh 17.5 18.0 40.8 49.1
Approach LOS B B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.7 18.2 4.8 56.3 17.7 15.1 5.4 55.7 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), s13.0 * 47 5.0 52.3 27.0 32.4 5.0 52.3 Max Q Clear Time (g_c+I1), s10.7 4.9 2.4 30.5 13.5 8.3 2.7 30.7 Green Ext Time (p_c), s 0.1 0.8 0.0 19.7 0.3 1.3 0.0 19.3 Intersection Summary
HCM 7th Control Delay, s/veh 21.7
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.

Page 2928 of 3079 ends

HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

Page 33 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 546 1377 105 276 1037 311 237 1275 251 459 892 1006 Future Volume (veh/h) 546 1377 105 276 1037 311 237 1275 251 459 892 1006 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 575 1449 111 291 1092 156 249 1342 78 483 939 818 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 647 1699 527 356 1269 394 312 1174 364 555 1533 767 Arrive On Green 0.19 0.33 0.33 0.10 0.25 0.25 0.09 0.23 0.23 0.16 0.30 0.30 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1565 Grp Volume(v), veh/h 575 1449 111 291 1092 156 249 1342 78 483 939 818 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1565 Q Serve(g_s), s 19.1 31.0 5.9 9.7 24.0 9.6 8.3 27.0 4.7 16.0 18.5 35.3 Cycle Q Clear(g_c), s 19.1 31.0 5.9 9.7 24.0 9.6 8.3 27.0 4.7 16.0 18.5 35.3 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 647 1699 527 356 1269 394 312 1174 364 555 1533 767 V/C Ratio(X) 0.89 0.85 0.21 0.82 0.86 0.40 0.80 1.14 0.21 0.87 0.61 1.07 Avail Cap(c_a), veh/h 971 1699 527 677 1305 405 589 1174 364 1148 1533 767 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.5 36.5 28.1 51.6 42.2 36.8 52.4 45.2 36.6 48.1 35.2 30.2 Incr Delay (d2), s/veh 5.1 4.7 0.4 1.8 6.4 1.3 1.8 74.8 0.5 1.7 0.9 51.9 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/ln8.4 13.0 2.2 4.2 10.5 3.8 3.6 19.1 1.8 6.8 7.5 30.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.6 41.2 28.5 53.4 48.6 38.0 54.2 120.1 37.1 49.8 36.1 82.1 LnGrp LOS D D C D D D D F D D D F
Approach Vol, veh/h 2135 1539 1669 2240
Approach Delay, s/veh 43.3 48.4 106.3 55.9
Approach LOS D D F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.9 33.4 16.1 45.1 14.6 41.7 26.0 35.2 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), s18.0 29.0 11.7 33.0 10.3 37.3 21.1 26.0 Green Ext Time (p_c), s 0.8 0.0 0.4 0.0 0.3 0.0 0.9 3.2 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
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/03/2025 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 222 1347 124 50 818 167 232 451 82 264 88 302 Future Volume (veh/h) 222 1347 124 50 818 167 232 451 82 264 88 302 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 1418 131 53 861 0 244 475 40 278 93 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 223 1132 504 68 822 197 384 561 257 86
Arrive On Green 0.13 0.32 0.32 0.04 0.23 0.00 0.32 0.32 0.32 0.19 0.19 0.00 Sat Flow, veh/h 1781 3554 1583 1781 3554 1585 624 1215 1585 1351 452 1585 Grp Volume(v), veh/h 234 1418 131 53 861 0 719 0 40 371 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1583 1781 1777 1585 1839 0 1585 1803 0 1585 Q Serve(g_s), s 18.8 47.8 9.2 4.4 34.7 0.0 47.4 0.0 2.5 28.5 0.0 0.0 Cycle Q Clear(g_c), s 18.8 47.8 9.2 4.4 34.7 0.0 47.4 0.0 2.5 28.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.34 1.00 0.75 1.00
Lane Grp Cap(c), veh/h 223 1132 504 68 822 581 0 561 343 0 V/C Ratio(X) 1.05 1.25 0.26 0.78 1.05 1.24 0.00 0.07 1.08 0.00 Avail Cap(c_a), veh/h 223 1132 504 77 822 581 0 561 343 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 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 65.6 51.1 38.0 71.5 57.6 0.0 51.3 0.0 32.1 60.8 0.0 0.0 Incr Delay (d2), s/veh 73.4 121.1 0.5 30.5 44.5 0.0 121.0 0.0 0.0 72.6 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/ln12.9 39.7 3.6 2.6 20.3 0.0 40.9 0.0 1.0 19.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 139.0 172.2 38.5 102.0 102.1 0.0 172.3 0.0 32.1 133.4 0.0 0.0 LnGrp LOS F F D F F F C F
Approach Vol, veh/h 1783 914 759 371
Approach Delay, s/veh 158.0 102.1 164.9 133.4
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 52.0 9.7 53.8 34.5 22.8 40.7
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 47.4 6.5 47.0 28.5 18.8 34.7 Max Q Clear Time (g_c+I1), s 49.4 6.4 49.8 30.5 20.8 36.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 143.7
HCM 7th LOS F
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
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 179 452 946 55 294 84 439 1427 60 66 1090 128 Future Volume (veh/h) 179 452 946 55 294 84 439 1427 60 66 1090 128 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 188 476 810 58 309 37 462 1502 20 69 1147 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 237 1599 713 80 1515 667 444 1613 493 161 1194 Arrive On Green 0.07 0.45 0.45 0.04 0.43 0.43 0.13 0.32 0.32 0.05 0.23 0.00 Sat Flow, veh/h 3456 3554 1585 1781 3554 1565 3456 5106 1560 3456 5106 1585 Grp Volume(v), veh/h 188 476 810 58 309 37 462 1502 20 69 1147 0 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1781 1777 1565 1728 1702 1560 1728 1702 1585 Q Serve(g_s), s 7.5 11.9 63.0 4.5 7.7 1.9 18.0 39.9 1.2 2.7 31.1 0.0 Cycle Q Clear(g_c), s 7.5 11.9 63.0 4.5 7.7 1.9 18.0 39.9 1.2 2.7 31.1 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 237 1599 713 80 1515 667 444 1613 493 161 1194 V/C Ratio(X) 0.79 0.30 1.14 0.73 0.20 0.06 1.04 0.93 0.04 0.43 0.96 Avail Cap(c_a), veh/h 321 1599 713 89 1515 667 444 1613 493 173 1194 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 0.00 Uniform Delay (d), s/veh 64.2 24.4 38.5 66.0 25.2 23.6 61.0 46.4 33.2 64.9 53.0 0.0 Incr Delay (d2), s/veh 6.5 0.2 77.6 18.7 0.1 0.1 53.4 11.1 0.2 0.7 18.2 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/ln3.5 4.9 39.1 2.5 3.3 0.7 11.0 18.0 0.5 1.2 14.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.7 24.6 116.1 84.8 25.4 23.7 114.4 57.6 33.3 65.6 71.2 0.0 LnGrp LOS E C F F C C F E C E E
Approach Vol, veh/h 1474 404 1984 1216
Approach Delay, s/veh 80.8 33.8 70.6 70.9
Approach LOS F C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.5 50.2 10.3 69.0 22.0 38.7 13.6 65.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s7.0 43.0 7.0 63.0 18.0 32.0 13.0 * 58 Max Q Clear Time (g_c+I1), s4.7 41.9 6.5 65.0 20.0 33.1 9.5 9.7 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 0.0 0.1 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 70.7
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
29: Foothills Blvd & Baseline Rd/Main St 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 210 125 58 1322 1283 110
Future Volume (veh/h) 210 125 58 1322 1283 110
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 221 132 61 1392 1351 116
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 330 294 111 2968 2055 620
Arrive On Green 0.19 0.19 0.06 0.58 0.40 0.40
Sat Flow, veh/h 1781 1585 1781 5274 5274 1539
Grp Volume(v), veh/h 221 132 61 1392 1351 116
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1539
Q Serve(g_s), s 4.5 2.9 1.3 6.1 8.3 1.9
Cycle Q Clear(g_c), s 4.5 2.9 1.3 6.1 8.3 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 330 294 111 2968 2055 620
V/C Ratio(X) 0.67 0.45 0.55 0.47 0.66 0.19
Avail Cap(c_a), veh/h 831 740 231 2968 2383 718
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 14.6 14.0 17.6 4.6 9.4 7.4
Incr Delay (d2), s/veh 2.4 1.1 4.2 0.1 0.5 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.7 2.7 0.6 0.8 2.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.0 15.0 21.8 4.8 9.9 7.6
LnGrp LOS B B C A A A
Approach Vol, veh/h 353 1453 1467
Approach Delay, s/veh 16.2 5.5 9.7
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 26.9 11.6 6.9 20.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 5.0 18.0
Max Q Clear Time (g_c+I1), s 8.1 6.5 3.3 10.3
Green Ext Time (p_c), s 6.1 0.9 0.0 5.1
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 47 50 17 1332 1397 10
Future Volume (veh/h) 47 50 17 1332 1397 10
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 0.96
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 49 53 18 1402 1471 11
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 160 142 41 3335 2562 765
Arrive On Green 0.09 0.09 0.02 0.65 0.50 0.50
Sat Flow, veh/h 1781 1585 1781 5274 5274 1526
Grp Volume(v), veh/h 49 53 18 1402 1471 11
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1526
Q Serve(g_s), s 0.9 1.1 0.3 4.6 7.1 0.1
Cycle Q Clear(g_c), s 0.9 1.1 0.3 4.6 7.1 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 160 142 41 3335 2562 765
V/C Ratio(X) 0.31 0.37 0.44 0.42 0.57 0.01
Avail Cap(c_a), veh/h 916 815 254 4812 3427 1024
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 14.9 15.0 16.9 2.9 6.1 4.4
Incr Delay (d2), s/veh 1.1 1.6 7.3 0.1 0.2 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.1 0.2 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.0 16.6 24.2 3.0 6.3 4.4
LnGrp LOS B B C A A A
Approach Vol, veh/h 102 1420 1482
Approach Delay, s/veh 16.3 3.3 6.3
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.4 7.6 5.3 22.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5
Max Q Clear Time (g_c+I1), s 6.6 3.1 2.3 9.1
Green Ext Time (p_c), s 11.2 0.2 0.0 8.4
Intersection Summary
HCM 7th Control Delay, s/veh 5.2
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 89 5 77 39 100 5 1576 44 37 585 26 Future Volume (veh/h) 76 89 5 77 39 100 5 1576 44 37 585 26 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 94 5 81 41 105 5 1659 46 39 616 27 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 197 206 174 180 189 160 19 1757 784 103 1926 859 Arrive On Green 0.11 0.11 0.11 0.10 0.10 0.10 0.01 0.49 0.49 0.06 0.54 0.54 Sat Flow, veh/h 1781 1870 1581 1781 1870 1580 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 80 94 5 81 41 105 5 1659 46 39 616 27 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1580 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.3 3.8 0.2 3.4 1.6 5.1 0.2 35.4 1.2 1.7 7.7 0.6 Cycle Q Clear(g_c), s 3.3 3.8 0.2 3.4 1.6 5.1 0.2 35.4 1.2 1.7 7.7 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 197 206 174 180 189 160 19 1757 784 103 1926 859 V/C Ratio(X) 0.41 0.46 0.03 0.45 0.22 0.66 0.27 0.94 0.06 0.38 0.32 0.03 Avail Cap(c_a), veh/h 445 467 395 445 467 395 445 1776 792 445 1926 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 33.2 33.3 31.8 33.9 33.1 34.6 39.3 19.2 10.5 36.3 10.2 8.5 Incr Delay (d2), s/veh 1.4 1.6 0.1 1.8 0.6 4.5 7.4 10.8 0.0 2.3 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/ln1.5 1.8 0.1 1.5 0.7 2.1 0.1 14.6 0.4 0.8 2.5 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.5 34.9 31.8 35.6 33.6 39.2 46.7 30.0 10.6 38.6 10.3 8.6 LnGrp LOS C C C D C D D C B D B A
Approach Vol, veh/h 179 227 1710 682
Approach Delay, s/veh 34.6 36.9 29.5 11.8
Approach LOS C D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.6 45.6 12.8 4.8 49.4 13.0
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), s3.7 37.4 5.8 2.2 9.7 7.1
Green Ext Time (p_c), s 0.0 2.2 0.6 0.0 4.2 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 26.1
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
33: Fiddyment Rd & N Hayden Pkwy 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 6 280 77 4 16 213 1482 81 25 838 28 Future Volume (veh/h) 86 6 280 77 4 16 213 1482 81 25 838 28 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 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 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 91 6 169 81 4 17 224 1560 85 26 882 29 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 122 306 255 103 287 236 253 1652 735 58 1263 561 Arrive On Green 0.08 0.18 0.18 0.06 0.17 0.17 0.16 0.52 0.52 0.04 0.39 0.39 Sat Flow, veh/h 1603 1683 1403 1603 1683 1383 1603 3198 1422 1603 3198 1421 Grp Volume(v), veh/h 91 6 169 81 4 17 224 1560 85 26 882 29 Grp Sat Flow(s),veh/h/ln1603 1683 1403 1603 1683 1383 1603 1599 1422 1603 1599 1421 Q Serve(g_s), s 5.3 0.3 10.8 4.8 0.2 1.0 13.1 44.3 3.0 1.5 22.1 1.2 Cycle Q Clear(g_c), s 5.3 0.3 10.8 4.8 0.2 1.0 13.1 44.3 3.0 1.5 22.1 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 122 306 255 103 287 236 253 1652 735 58 1263 561 V/C Ratio(X) 0.75 0.02 0.66 0.78 0.01 0.07 0.88 0.94 0.12 0.44 0.70 0.05 Avail Cap(c_a), veh/h 133 800 667 200 893 734 300 1663 740 133 1331 591 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 43.5 32.3 36.6 44.3 33.2 33.5 39.6 21.9 11.9 45.4 24.3 18.0 Incr Delay (d2), s/veh 16.0 0.1 9.7 4.8 0.1 0.6 20.7 11.6 0.1 2.0 1.9 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/ln2.6 0.1 4.4 2.0 0.1 0.4 6.4 16.9 1.0 0.6 8.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.5 32.4 46.3 49.2 33.3 34.1 60.3 33.6 12.1 47.3 26.2 18.0 LnGrp LOS E C D D C C E C B D C B
Approach Vol, veh/h 266 102 1869 937
Approach Delay, s/veh 50.5 46.0 35.8 26.6
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.5 55.7 10.2 22.8 19.2 44.0 11.3 21.7 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), s8.0 50.0 12.0 45.7 18.0 40.0 8.0 * 51 Max Q Clear Time (g_c+I1), s3.5 46.3 6.8 12.8 15.1 24.1 7.3 3.0 Green Ext Time (p_c), s 0.0 3.4 0.0 1.8 0.1 8.0 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 34.6
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 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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 2 260 42 6 11 92 1488 21 11 1175 23 Future Volume (veh/h) 102 2 260 42 6 11 92 1488 21 11 1175 23 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 2 274 44 6 12 97 1566 22 12 1237 24 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 341 6 308 120 16 120 128 1762 783 36 1579 702 Arrive On Green 0.20 0.20 0.20 0.08 0.08 0.08 0.07 0.50 0.50 0.02 0.44 0.44 Sat Flow, veh/h 1750 33 1578 1577 215 1569 1781 3554 1580 1781 3554 1580 Grp Volume(v), veh/h 109 0 274 50 0 12 97 1566 22 12 1237 24 Grp Sat Flow(s),veh/h/ln1783 0 1578 1792 0 1569 1781 1777 1580 1781 1777 1580 Q Serve(g_s), s 4.7 0.0 15.0 2.4 0.0 0.6 4.7 35.3 0.6 0.6 26.4 0.8 Cycle Q Clear(g_c), s 4.7 0.0 15.0 2.4 0.0 0.6 4.7 35.3 0.6 0.6 26.4 0.8 Prop In Lane 0.98 1.00 0.88 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 348 0 308 137 0 120 128 1762 783 36 1579 702 V/C Ratio(X) 0.31 0.00 0.89 0.37 0.00 0.10 0.76 0.89 0.03 0.33 0.78 0.03 Avail Cap(c_a), veh/h 401 0 355 403 0 353 401 1800 801 401 1600 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.7 0.0 34.8 39.0 0.0 38.2 40.5 20.2 11.5 42.9 21.0 13.9 Incr Delay (d2), s/veh 0.2 0.0 19.7 0.6 0.0 0.1 3.5 6.2 0.0 2.0 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/ln2.0 0.0 7.4 1.1 0.0 0.2 2.1 13.9 0.2 0.3 10.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.8 0.0 54.5 39.6 0.0 38.3 44.0 26.3 11.5 44.9 24.0 14.0 LnGrp LOS C D D D D C B D C B
Approach Vol, veh/h 383 62 1685 1273
Approach Delay, s/veh 47.8 39.3 27.2 24.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 50.0 22.2 10.4 45.5 10.8
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), s2.6 37.3 17.0 6.7 28.4 4.4
Green Ext Time (p_c), s 0.0 6.7 0.3 0.1 8.5 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 28.5
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
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 248 189 105 1414 1283 153
Future Volume (veh/h) 248 189 105 1414 1283 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 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 261 199 111 1488 1351 161
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 327 291 169 2338 1775 792
Arrive On Green 0.18 0.18 0.10 0.66 0.50 0.50
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 261 199 111 1488 1351 161
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 8.8 7.4 3.8 15.5 19.4 3.6
Cycle Q Clear(g_c), s 8.8 7.4 3.8 15.5 19.4 3.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 291 169 2338 1775 792
V/C Ratio(X) 0.80 0.68 0.65 0.64 0.76 0.20
Avail Cap(c_a), veh/h 1187 1056 509 2338 1917 855
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 24.6 24.0 27.5 6.3 12.7 8.8
Incr Delay (d2), s/veh 1.7 1.1 4.2 0.8 2.1 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.6 0.1 1.7 3.4 6.2 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.4 25.1 31.8 7.1 14.8 9.0
LnGrp LOS C C C A B A
Approach Vol, veh/h 460 1599 1512
Approach Delay, s/veh 25.8 8.8 14.2
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 47.5 15.6 10.0 37.5
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 17.5 10.8 5.8 21.4
Green Ext Time (p_c), s 5.6 0.7 0.2 10.1
Intersection Summary
HCM 7th Control Delay, s/veh 13.3
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 2040 No Project-AM 11:13 am 04/11/2025 Cumulative Year 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) 129 17 120 24 33 26 62 1506 46 32 1336 65 Future Volume (veh/h) 129 17 120 24 33 26 62 1506 46 32 1336 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 18 126 25 35 27 65 1585 48 34 1406 68 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 196 206 174 147 154 129 132 1747 762 93 1669 743 Arrive On Green 0.11 0.11 0.11 0.08 0.08 0.08 0.07 0.49 0.49 0.05 0.47 0.47 Sat Flow, veh/h 1781 1870 1581 1781 1870 1557 1781 3554 1549 1781 3554 1582 Grp Volume(v), veh/h 136 18 126 25 35 27 65 1585 48 34 1406 68 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1557 1781 1777 1549 1781 1777 1582 Q Serve(g_s), s 6.2 0.7 6.5 1.1 1.5 1.4 3.0 34.5 1.4 1.6 29.3 2.0 Cycle Q Clear(g_c), s 6.2 0.7 6.5 1.1 1.5 1.4 3.0 34.5 1.4 1.6 29.3 2.0 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 196 206 174 147 154 129 132 1747 762 93 1669 743 V/C Ratio(X) 0.69 0.09 0.72 0.17 0.23 0.21 0.49 0.91 0.06 0.37 0.84 0.09 Avail Cap(c_a), veh/h 423 444 375 423 444 370 423 1814 791 423 1814 807 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 36.1 33.7 36.2 36.0 36.1 36.1 37.5 19.6 11.2 38.6 19.6 12.4 Incr Delay (d2), s/veh 4.3 0.2 5.6 0.5 0.7 0.8 2.8 6.9 0.0 2.4 3.6 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/ln2.8 0.3 2.7 0.5 0.7 0.5 1.3 13.6 0.4 0.7 11.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.5 33.9 41.8 36.5 36.9 36.9 40.3 26.6 11.3 41.0 23.2 12.4 LnGrp LOS D C D D D D D C B D C B
Approach Vol, veh/h 280 87 1698 1508
Approach Delay, s/veh 40.7 36.8 26.7 23.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.4 47.4 15.2 10.3 45.6 13.3
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), s3.6 36.5 8.5 5.0 31.3 3.5
Green Ext Time (p_c), s 0.0 4.9 0.7 0.1 7.2 0.2
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.

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HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 170 809 469 980 796 510 336 730 530 250 920 110 Future Volume (veh/h) 170 809 469 980 796 510 336 730 530 250 920 110 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 852 494 1032 838 537 354 768 558 263 968 116 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 210 975 301 1005 1859 575 300 976 533 291 952 295 Arrive On Green 0.12 0.19 0.19 0.29 0.36 0.36 0.17 0.19 0.19 0.16 0.19 0.19 Sat Flow, veh/h 1781 5106 1575 3456 5106 1580 1781 5106 2790 1781 5106 1585 Grp Volume(v), veh/h 179 852 494 1032 838 537 354 768 558 263 968 116 Grp Sat Flow(s),veh/h/ln 1781 1702 1575 1728 1702 1580 1781 1702 1395 1781 1702 1585 Q Serve(g_s), s 10.8 17.8 21.0 32.0 13.7 36.0 18.5 15.8 21.0 15.9 20.5 7.1 Cycle Q Clear(g_c), s 10.8 17.8 21.0 32.0 13.7 36.0 18.5 15.8 21.0 15.9 20.5 7.1 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 210 975 301 1005 1859 575 300 976 533 291 952 295 V/C Ratio(X) 0.85 0.87 1.64 1.03 0.45 0.93 1.18 0.79 1.05 0.90 1.02 0.39 Avail Cap(c_a), veh/h 275 975 301 1005 1859 575 300 976 533 300 952 295 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 43.2 44.5 39.0 26.6 33.7 45.8 42.4 44.5 45.2 44.8 39.3 Incr Delay (d2), s/veh 17.8 8.9 303.8 35.4 0.2 22.5 110.6 4.3 51.8 28.3 33.6 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 8.0 33.2 17.8 5.3 16.5 17.2 6.8 10.8 9.1 11.2 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.4 52.1 348.3 74.4 26.8 56.2 156.4 46.7 96.3 73.4 78.3 40.1 LnGrp LOS E D F F C E F D F E F D
Approach Vol, veh/h 1525 2407 1680 1347
Approach Delay, s/veh 149.6 53.7 86.3 74.1
Approach LOS F D F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.5 25.5 36.5 25.5 23.0 25.0 17.5 44.5 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 18.5 20.5 32.0 21.0 18.5 20.5 17.0 36.0 Max Q Clear Time (g_c+I1), s 17.9 23.0 34.0 23.0 20.5 22.5 12.8 38.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 86.5
HCM 7th LOS F

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 170 1251 126 200 1800 260 65 100 120 100 140 90 Future Volume (veh/h) 170 1251 126 200 1800 260 65 100 120 100 140 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 1.00 1.00 1.00 1.00 0.95 1.00 0.83 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 1317 133 211 1895 274 68 105 126 105 147 95 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 214 2393 741 178 2289 709 88 269 217 137 321 226 Arrive On Green 0.12 0.47 0.47 0.10 0.45 0.45 0.05 0.14 0.14 0.08 0.17 0.17 Sat Flow, veh/h 1781 5106 1582 1781 5106 1582 1781 1870 1506 1781 1870 1321 Grp Volume(v), veh/h 179 1317 133 211 1895 274 68 105 126 105 147 95 Grp Sat Flow(s),veh/h/ln1781 1702 1582 1781 1702 1582 1781 1870 1506 1781 1870 1321 Q Serve(g_s), s 8.4 15.8 4.2 8.5 27.8 9.9 3.2 4.3 6.7 4.9 6.0 5.5 Cycle Q Clear(g_c), s 8.4 15.8 4.2 8.5 27.8 9.9 3.2 4.3 6.7 4.9 6.0 5.5 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 214 2393 741 178 2289 709 88 269 217 137 321 226 V/C Ratio(X) 0.84 0.55 0.18 1.19 0.83 0.39 0.77 0.39 0.58 0.77 0.46 0.42 Avail Cap(c_a), veh/h 217 2544 788 178 2431 753 182 428 344 553 818 578 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 36.7 16.2 13.1 38.4 20.6 15.7 40.1 33.1 34.1 38.6 31.8 31.6 Incr Delay (d2), s/veh 23.7 0.2 0.1 127.4 2.4 0.3 13.5 0.9 2.5 8.6 1.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 5.4 1.3 9.7 9.8 3.1 1.7 2.0 2.4 2.4 2.7 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.4 16.5 13.3 165.8 23.0 16.0 53.5 34.1 36.6 47.2 32.8 32.8 LnGrp LOS E B B F C B D C D D C C
Approach Vol, veh/h 1629 2380 299 347
Approach Delay, s/veh 21.0 34.9 39.6 37.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 16.8 13.0 44.5 8.7 19.1 14.7 42.7 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), s26.5 19.5 8.5 42.5 8.7 37.3 10.4 40.6 Max Q Clear Time (g_c+I1), s6.9 8.7 10.5 17.8 5.2 8.0 10.4 29.8 Green Ext Time (p_c), s 0.2 0.7 0.0 10.3 0.0 1.2 0.0 8.5 Intersection Summary
HCM 7th Control Delay, s/veh 30.5
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 263 993 55 660 1724 350 122 980 460 90 1180 224 Future Volume (veh/h) 263 993 55 660 1724 350 122 980 460 90 1180 224 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 277 1045 -45 695 1815 259 128 1032 157 95 1242 136 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 297 1565 486 502 1835 570 182 1191 531 202 1211 540 Arrive On Green 0.09 0.31 0.00 0.15 0.36 0.36 0.05 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1584 3456 3554 1584 Grp Volume(v), veh/h 277 1045 -45 695 1815 259 128 1032 157 95 1242 136 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1584 1728 1777 1584 Q Serve(g_s), s 12.1 27.0 0.0 22.0 53.5 14.9 5.5 41.2 11.1 4.0 51.6 9.4 Cycle Q Clear(g_c), s 12.1 27.0 0.0 22.0 53.5 14.9 5.5 41.2 11.1 4.0 51.6 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 297 1565 486 502 1835 570 182 1191 531 202 1211 540 V/C Ratio(X) 0.93 0.67 -0.09 1.38 0.99 0.45 0.70 0.87 0.30 0.47 1.03 0.25 Avail Cap(c_a), veh/h 297 1565 486 502 1835 570 183 1191 531 205 1211 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.8 45.8 0.0 64.7 48.2 22.9 70.5 47.1 37.1 69.0 49.9 36.0 Incr Delay (d2), s/veh 34.6 1.3 0.0 184.7 18.4 0.8 9.9 7.4 0.6 0.6 32.5 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/ln6.7 11.4 0.0 22.3 24.8 5.5 2.7 19.0 4.3 1.8 27.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 103.3 47.1 0.0 249.4 66.6 23.7 80.4 54.5 37.7 69.6 82.3 36.4 LnGrp LOS F D F E C F D D E F D
Approach Vol, veh/h 1277 2769 1317 1473
Approach Delay, s/veh 61.0 108.5 55.0 77.3
Approach LOS E F E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.8 56.7 27.0 52.8 14.0 57.6 19.4 60.4 Change Period (Y+Rc), s 6.0 6.0 5.0 6.4 6.0 6.0 6.4 * 6 Max Green Setting (Gmax), s9.0 50.6 22.0 45.0 8.0 51.6 13.0 * 54 Max Q Clear Time (g_c+I1), s6.0 43.2 24.0 29.0 7.5 53.6 14.1 55.5 Green Ext Time (p_c), s 0.0 5.5 0.0 8.8 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 82.6
HCM 7th LOS F
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 2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 70 1983 50 40 3274 360 30 20 50 370 40 170 Future Volume (veh/h) 70 1983 50 40 3274 360 30 20 50 370 40 170 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 0.98 1.00 1.00 0.88 0.83 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 2087 17 42 3446 297 32 21 -58 302 164 173 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 113 2768 819 69 2640 800 1 1 1 481 230 242
Arrive On Green 0.06 0.54 0.54 0.05 0.69 0.69 0.00 0.00 0.00 0.31 0.31 0.31 Sat Flow, veh/h 1781 5106 1512 1781 5106 1548 1781 1870 1585 1568 750 791 Grp Volume(v), veh/h 74 2087 17 42 3446 297 32 21 -58 302 0 337 Grp Sat Flow(s),veh/h/ln1781 1702 1512 1781 1702 1548 1781 1870 1585 1568 0 1540 Q Serve(g_s), s 6.1 47.5 0.8 3.5 77.6 12.1 0.1 0.1 0.0 24.8 0.0 29.1 Cycle Q Clear(g_c), s 6.1 47.5 0.8 3.5 77.6 12.1 0.1 0.1 0.0 24.8 0.0 29.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.51
Lane Grp Cap(c), veh/h 113 2768 819 69 2640 800 1 1 1 481 0 472 V/C Ratio(X) 0.65 0.75 0.02 0.61 1.31 0.37 26.94 16.84 -54.88 0.63 0.00 0.71 Avail Cap(c_a), veh/h 154 2768 819 89 2640 800 214 224 190 491 0 483 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.70 0.09 0.09 0.09 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 68.6 26.6 15.9 70.1 23.4 13.2 75.0 75.0 0.0 44.7 0.0 46.2 Incr Delay (d2), s/veh 1.7 1.4 0.0 0.3 137.7 0.111800.0 7249.2 0.0 1.8 0.0 4.1 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/ln2.8 18.6 0.3 1.6 57.0 3.7 3.9 2.6 0.0 9.9 0.0 11.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.3 28.0 15.9 70.4 161.1 13.311875.0 7324.2 0.0 46.5 0.0 50.3 LnGrp LOS E C B E F B F F D D
Approach Vol, veh/h 2178 3785 -5 639
Approach Delay, s/veh 29.3 148.5 0.0 48.5
Approach LOS C F A D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 2.1 9.8 87.3 50.9 13.5 83.6
Change Period (Y+Rc), s 4.6 4.0 6.0 4.9 4.0 6.0
Max Green Setting (Gmax), s 18.0 7.5 58.0 47.0 13.0 52.5 Max Q Clear Time (g_c+I1), s 2.1 5.5 49.5 31.1 8.1 79.6 Green Ext Time (p_c), s 0.1 0.0 8.2 1.9 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 99.6
HCM 7th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 2944 of 3079 ends

HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 210 1991 171 660 2997 330 447 530 290 430 940 50 Future Volume (veh/h) 210 1991 171 660 2997 330 447 530 290 430 940 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 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 2096 -52 695 3155 195 471 558 205 453 989 -11 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 242 2132 525 675 2332 721 369 703 308 498 836 373 Arrive On Green 0.14 0.66 0.00 0.13 0.31 0.31 0.11 0.20 0.20 0.14 0.24 0.00 Sat Flow, veh/h 3456 6434 1585 3456 5106 1578 3456 3554 1559 3456 3554 1585 Grp Volume(v), veh/h 221 2096 -52 695 3155 195 471 558 205 453 989 -11 Grp Sat Flow(s),veh/h/ln1728 1609 1585 1728 1702 1578 1728 1777 1559 1728 1777 1585 Q Serve(g_s), s 9.5 47.3 0.0 29.3 68.5 14.0 16.0 22.4 18.2 19.4 35.3 0.0 Cycle Q Clear(g_c), s 9.5 47.3 0.0 29.3 68.5 14.0 16.0 22.4 18.2 19.4 35.3 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 242 2132 525 675 2332 721 369 703 308 498 836 373 V/C Ratio(X) 0.91 0.98 -0.10 1.03 1.35 0.27 1.28 0.79 0.66 0.91 1.18 -0.03 Avail Cap(c_a), veh/h 242 2132 525 675 2332 721 369 703 308 541 836 373 HCM Platoon Ratio 2.00 2.00 2.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.57 0.57 0.00 0.30 0.30 0.30 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 64.1 24.9 0.0 65.2 52.1 33.1 67.0 57.2 55.6 63.2 57.4 0.0 Incr Delay (d2), s/veh 23.5 11.3 0.0 27.0 159.8 0.3 144.4 6.5 5.8 17.8 94.3 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/ln4.6 12.1 0.0 15.7 64.2 5.7 14.3 10.5 7.5 9.7 26.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 87.6 36.2 0.0 92.2 211.8 33.4 211.4 63.7 61.4 81.0 151.7 0.0 LnGrp LOS F D F F C F E E F F
Approach Vol, veh/h 2265 4045 1234 1431
Approach Delay, s/veh 42.0 182.7 119.7 130.5
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.6 35.4 33.3 55.7 20.0 41.0 14.5 74.5 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), s23.5 27.8 29.3 49.7 16.0 35.3 10.5 68.5 Max Q Clear Time (g_c+I1), s21.4 24.4 31.3 49.3 18.0 37.3 11.5 70.5 Green Ext Time (p_c), s 0.2 1.6 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 130.2
HCM 7th LOS F
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 2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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 2361 340 180 3857 50 50 20 20 60 20 20 Future Volume (veh/h) 20 2361 340 180 3857 50 50 20 20 60 20 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 2485 358 189 4060 53 51 24 21 63 21 21 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 48 4330 1052 173 4477 1079 256 135 114 141 68 68 Arrive On Green 0.04 0.90 0.90 0.07 0.93 0.93 0.07 0.07 0.07 0.08 0.08 0.08 Sat Flow, veh/h 1781 6434 1563 3456 6434 1551 3563 1870 1585 1781 858 858 Grp Volume(v), veh/h 21 2485 358 189 4060 53 51 24 21 63 0 42 Grp Sat Flow(s),veh/h/ln1781 1609 1563 1728 1609 1551 1781 1870 1585 1781 0 1716 Q Serve(g_s), s 1.7 12.5 5.2 7.5 43.9 0.4 2.0 1.8 1.9 5.1 0.0 3.5 Cycle Q Clear(g_c), s 1.7 12.5 5.2 7.5 43.9 0.4 2.0 1.8 1.9 5.1 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 48 4330 1052 173 4477 1079 256 135 114 141 0 136 V/C Ratio(X) 0.43 0.57 0.34 1.09 0.91 0.05 0.20 0.18 0.18 0.45 0.00 0.31 Avail Cap(c_a), veh/h 89 4330 1052 173 4477 1079 1330 698 592 220 0 212 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.26 0.26 0.26 0.21 0.21 0.21 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.2 3.2 2.8 70.0 3.3 1.7 65.5 65.4 65.5 66.0 0.0 65.2 Incr Delay (d2), s/veh 0.6 0.1 0.2 60.1 0.8 0.0 0.1 0.2 0.3 0.8 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 2.3 1.3 4.7 2.9 0.1 0.9 0.9 0.8 2.3 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.7 3.4 3.1 130.1 4.1 1.7 65.7 65.7 65.7 66.8 0.0 65.7 LnGrp LOS E A A F A A E E E E E
Approach Vol, veh/h 2864 4302 96 105
Approach Delay, s/veh 3.8 9.7 65.7 66.3
Approach LOS A A E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.7 11.5 107.0 15.8 8.1 110.4 Change Period (Y+Rc), s 4.9 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 56.0 7.5 49.1 18.5 7.5 49.1 Max Q Clear Time (g_c+I1), s 4.0 9.5 14.5 7.1 3.7 45.9
Green Ext Time (p_c), s 0.2 0.0 33.6 0.1 0.0 3.2
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 volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
7: New Meadow Dr & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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 2351 5 5 3897 260 5 5 5 140 5 40 Future Volume (veh/h) 50 2351 5 5 3897 260 5 5 5 140 5 40 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 2475 5 5 4102 274 5 5 5 147 0 45 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 95 5052 1218 142 4537 1118 32 33 28 179 0 318 Arrive On Green 0.11 1.00 1.00 0.71 0.71 0.71 0.02 0.02 0.02 0.10 0.00 0.10 Sat Flow, veh/h 1781 6434 1551 134 6434 1585 1781 1870 1571 1781 0 3161 Grp Volume(v), veh/h 53 2475 5 5 4102 274 5 5 5 147 0 45 Grp Sat Flow(s),veh/h/ln1781 1609 1551 134 1609 1585 1781 1870 1571 1781 0 1580 Q Serve(g_s), s 4.2 0.0 0.0 1.7 77.8 9.2 0.4 0.4 0.5 12.1 0.0 1.9 Cycle Q Clear(g_c), s 4.2 0.0 0.0 1.7 77.8 9.2 0.4 0.4 0.5 12.1 0.0 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 95 5052 1218 142 4537 1118 32 33 28 179 0 318 V/C Ratio(X) 0.56 0.49 0.00 0.04 0.90 0.25 0.16 0.15 0.18 0.82 0.00 0.14 Avail Cap(c_a), veh/h 113 5052 1218 142 4537 1118 214 224 188 545 0 967 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 65.3 0.0 0.0 6.8 18.0 7.9 72.6 72.6 72.6 66.1 0.0 61.6 Incr Delay (d2), s/veh 1.4 0.2 0.0 0.5 3.5 0.5 2.3 2.1 3.0 3.6 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/ln1.9 0.1 0.0 0.1 25.8 3.1 0.2 0.2 0.2 5.7 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.7 0.2 0.0 7.2 21.5 8.4 74.9 74.6 75.6 69.7 0.0 61.6 LnGrp LOS E A A A C A E E E E E
Approach Vol, veh/h 2533 4381 15 192
Approach Delay, s/veh 1.6 20.6 75.1 67.8
Approach LOS A C E E
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 7.2 123.8 19.1 12.0 111.8
Change Period (Y+Rc), s 4.5 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 18.0 48.6 45.9 9.5 58.1
Max Q Clear Time (g_c+I1), s 2.5 2.0 14.1 6.2 79.8
Green Ext Time (p_c), s 0.0 42.4 0.3 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 15.3
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
8: Foothills Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 110 2290 181 450 3130 480 597 860 560 730 880 250 Future Volume (veh/h) 110 2290 181 450 3130 480 597 860 560 730 880 250 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 116 2411 50 474 3295 157 628 905 0 768 926 210 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 2285 555 323 2460 598 415 965 507 1523 473 Arrive On Green 0.07 0.36 0.36 0.09 0.38 0.38 0.12 0.27 0.00 0.15 0.30 0.30 Sat Flow, veh/h 3456 6434 1564 3456 6434 1565 3456 3554 1585 3456 5106 1585 Grp Volume(v), veh/h 116 2411 50 474 3295 157 628 905 0 768 926 210 Grp Sat Flow(s),veh/h/ln1728 1609 1564 1728 1609 1565 1728 1777 1585 1728 1702 1585 Q Serve(g_s), s 4.9 53.3 3.2 14.0 57.3 10.3 18.0 37.3 0.0 22.0 23.3 16.1 Cycle Q Clear(g_c), s 4.9 53.3 3.2 14.0 57.3 10.3 18.0 37.3 0.0 22.0 23.3 16.1 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 229 2285 555 323 2460 598 415 965 507 1523 473 V/C Ratio(X) 0.51 1.06 0.09 1.47 1.34 0.26 1.51 0.94 1.52 0.61 0.44 Avail Cap(c_a), veh/h 242 2285 555 323 2460 598 415 978 507 1566 486 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 67.7 48.4 32.2 68.0 46.3 31.8 66.0 53.4 0.0 64.0 45.1 42.6 Incr Delay (d2), s/veh 0.6 35.4 0.3 224.6 155.1 0.9 243.6 16.2 0.0 241.9 1.5 2.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 26.3 1.3 16.1 48.6 4.0 21.8 18.4 0.0 26.6 10.0 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.3 83.8 32.5 292.6 201.4 32.7 309.6 69.6 0.0 305.9 46.6 44.9 LnGrp LOS E F C F F C F E F D D
Approach Vol, veh/h 2577 3926 1533 1904
Approach Delay, s/veh 82.1 205.7 167.9 151.0
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s26.0 46.7 18.0 59.3 22.0 50.7 13.9 63.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s22.0 41.3 14.0 52.7 18.0 * 46 10.5 56.2 Max Q Clear Time (g_c+I1), s24.0 39.3 16.0 55.3 20.0 25.3 6.9 59.3 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 13.9 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 157.4
HCM 7th LOS F
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 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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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
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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

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HCM 7th Signalized Intersection Summary
10: Washington Blvd & Blue Oaks Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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 2940 260 510 1580 260 550 0 1210 190 560 520 Future Volume (veh/h) 0 2940 260 510 1580 260 550 0 1210 190 560 520 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 1870 1870 1870 1870 1870 1870 0 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 3095 274 537 1663 0 579 0 1274 200 589 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, % 0 2 2 2 2 2 2 0 2 2 2 2
Cap, veh/h 0 3627 893 369 3559 0 0 0 397 792
Arrive On Green 0.00 0.56 0.56 0.11 0.70 0.00 0.00 0.00 0.00 0.22 0.22 0.00 Sat Flow, veh/h 0 6696 1584 3456 5106 1585 0 1781 3554 1585 Grp Volume(v), veh/h 0 3095 274 537 1663 0 0.0 200 589 0 Grp Sat Flow(s),veh/h/ln 0 1609 1584 1728 1702 1585 1781 1777 1585 Q Serve(g_s), s 0.0 60.7 13.7 16.0 21.9 0.0 14.7 23.2 0.0 Cycle Q Clear(g_c), s 0.0 60.7 13.7 16.0 21.9 0.0 14.7 23.2 0.0 Prop In Lane 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3627 893 369 3559 397 792
V/C Ratio(X) 0.00 0.85 0.31 1.46 0.47 0.50 0.74
Avail Cap(c_a), veh/h 0 3627 893 369 3559 546 1090
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 0.40 0.40 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 27.5 17.3 67.0 10.2 0.0 51.0 54.3 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.4 220.1 0.4 0.0 1.9 3.0 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 %ile BackOfQ(50%),veh/ln0.0 23.1 5.2 18.2 7.6 0.0 6.9 10.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 28.6 17.6 287.1 10.6 0.0 52.9 57.3 0.0 LnGrp LOS C B F B D E
Approach Vol, veh/h 3369 2200 789
Approach Delay, s/veh 27.7 78.1 56.2
Approach LOS C E E
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 20.0 90.6 39.4 110.6
Change Period (Y+Rc), s 4.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 16.0 48.0 46.0 68.0
Max Q Clear Time (g_c+I1), s 18.0 62.7 25.2 23.9
Green Ext Time (p_c), s 0.0 0.0 8.0 31.6
Intersection Summary
HCM 7th Control Delay, s/veh 48.7
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.

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HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 5 330 430 80 450 90 640 510 120 90 1110 5 Future Volume (veh/h) 5 330 430 80 450 90 640 510 120 90 1110 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 347 148 84 474 57 674 537 81 95 1168 5 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 12 486 216 125 712 316 753 1915 854 176 1322 590 Arrive On Green 0.01 0.14 0.14 0.07 0.20 0.20 0.22 0.54 0.54 0.05 0.37 0.37 Sat Flow, veh/h 1781 3554 1578 1781 3554 1580 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 5 347 148 84 474 57 674 537 81 95 1168 5 Grp Sat Flow(s),veh/h/ln1781 1777 1578 1781 1777 1580 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.2 8.3 7.9 4.1 10.9 2.6 16.8 7.3 2.2 2.4 27.2 0.2 Cycle Q Clear(g_c), s 0.2 8.3 7.9 4.1 10.9 2.6 16.8 7.3 2.2 2.4 27.2 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 12 486 216 125 712 316 753 1915 854 176 1322 590 V/C Ratio(X) 0.43 0.71 0.69 0.67 0.67 0.18 0.89 0.28 0.09 0.54 0.88 0.01 Avail Cap(c_a), veh/h 101 722 321 362 1244 553 800 1971 879 269 1425 636 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 43.8 36.6 36.4 40.2 32.7 29.4 33.6 11.1 9.9 41.0 26.0 17.5 Incr Delay (d2), s/veh 23.1 2.0 3.8 6.2 1.1 0.3 12.2 0.1 0.0 2.5 6.6 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/ln0.2 3.5 3.1 1.9 4.6 1.0 7.8 2.5 0.7 1.0 11.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.9 38.5 40.2 46.4 33.8 29.6 45.8 11.2 10.0 43.5 32.6 17.5 LnGrp LOS E D D D C C D B A D C B
Approach Vol, veh/h 500 615 1292 1268
Approach Delay, s/veh 39.3 35.1 29.2 33.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 52.2 10.7 16.6 23.8 37.4 5.1 22.2 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), s6.9 49.1 18.0 18.0 20.5 35.5 5.0 31.0 Max Q Clear Time (g_c+I1), s4.4 9.3 6.1 10.3 18.8 29.2 2.2 12.9 Green Ext Time (p_c), s 0.0 3.8 0.1 1.5 0.5 3.7 0.0 2.9 Intersection Summary
HCM 7th Control Delay, s/veh 33.0
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 80 360 40 60 520 561 20 900 80 562 1300 100 Future Volume (veh/h) 80 360 40 60 520 561 20 900 80 562 1300 100 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 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 379 42 63 547 328 21 947 84 592 1368 105 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 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 310 825 361 279 793 353 57 1292 382 694 2212 665 Arrive On Green 0.09 0.23 0.23 0.08 0.22 0.22 0.03 0.25 0.25 0.20 0.43 0.43 Sat Flow, veh/h 3456 3554 1556 3456 3554 1581 1781 5106 1511 3456 5106 1535 Grp Volume(v), veh/h 84 379 42 63 547 328 21 947 84 592 1368 105 Grp Sat Flow(s),veh/h/ln1728 1777 1556 1728 1777 1581 1781 1702 1511 1728 1702 1535 Q Serve(g_s), s 2.0 8.0 1.9 1.5 12.3 17.8 1.0 14.9 3.8 14.4 18.1 3.6 Cycle Q Clear(g_c), s 2.0 8.0 1.9 1.5 12.3 17.8 1.0 14.9 3.8 14.4 18.1 3.6 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 310 825 361 279 793 353 57 1292 382 694 2212 665 V/C Ratio(X) 0.27 0.46 0.12 0.23 0.69 0.93 0.37 0.73 0.22 0.85 0.62 0.16 Avail Cap(c_a), veh/h 823 825 361 823 793 353 530 1292 382 1780 2297 691 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 37.1 28.8 26.5 37.6 31.2 33.3 41.4 29.9 25.8 33.7 19.2 15.1 Incr Delay (d2), s/veh 0.2 1.0 0.4 0.2 3.5 31.6 1.5 2.8 0.7 1.2 1.3 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/ln0.8 3.3 0.7 0.6 5.3 9.4 0.4 6.0 1.4 5.9 6.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.3 29.8 26.8 37.8 34.7 64.8 42.9 32.7 26.5 34.9 20.5 15.6 LnGrp LOS D C C D C E D C C C C B
Approach Vol, veh/h 505 938 1052 2065
Approach Delay, s/veh 30.8 45.4 32.5 24.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.5 27.8 11.0 26.0 6.8 43.6 11.8 25.2 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), s45.0 19.3 20.8 19.5 26.0 39.3 20.8 19.5 Max Q Clear Time (g_c+I1), s16.4 16.9 3.5 10.0 3.0 20.1 4.0 19.8 Green Ext Time (p_c), s 1.1 1.9 0.1 2.9 0.0 17.2 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 31.3
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
13: Market St & Pleasant Grove Blvd 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year 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) 40 970 30 230 800 370 30 140 170 40 220 70 Future Volume (veh/h) 40 970 30 230 800 370 30 140 170 40 220 70 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1021 32 242 842 389 32 147 97 42 232 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 120 1231 543 272 1019 468 40 183 191 43 239 76 Arrive On Green 0.07 0.35 0.35 0.15 0.43 0.43 0.12 0.12 0.12 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1569 1781 2358 1083 331 1522 1585 216 1194 381 Grp Volume(v), veh/h 42 1021 32 242 633 598 179 0 97 348 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1569 1781 1777 1665 1854 0 1585 1791 0 0 Q Serve(g_s), s 2.4 27.7 1.4 14.0 33.1 33.5 9.9 0.0 6.0 20.3 0.0 0.0 Cycle Q Clear(g_c), s 2.4 27.7 1.4 14.0 33.1 33.5 9.9 0.0 6.0 20.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.65 0.18 1.00 0.12 0.21
Lane Grp Cap(c), veh/h 120 1231 543 272 768 719 223 0 191 358 0 0 V/C Ratio(X) 0.35 0.83 0.06 0.89 0.82 0.83 0.80 0.00 0.51 0.97 0.00 0.00 Avail Cap(c_a), veh/h 322 1346 594 305 768 719 568 0 486 358 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 46.8 31.5 22.9 43.6 26.3 26.5 45.0 0.0 43.3 41.8 0.0 0.0 Incr Delay (d2), s/veh 0.7 4.7 0.1 22.6 7.8 8.7 2.6 0.0 0.8 39.9 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 12.4 0.5 7.8 15.2 14.5 4.7 0.0 2.4 12.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.5 36.2 23.0 66.2 34.2 35.2 47.6 0.0 44.1 81.7 0.0 0.0 LnGrp LOS D D C E C D D D F
Approach Vol, veh/h 1095 1473 276 348
Approach Delay, s/veh 36.2 39.8 46.4 81.7
Approach LOS D D D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.9 20.1 42.1 25.0 11.1 51.1
Change Period (Y+Rc), s 5.3 4.0 5.7 4.0 4.0 5.7
Max Green Setting (Gmax), s 32.2 18.0 39.8 21.0 19.0 38.8 Max Q Clear Time (g_c+I1), s 11.9 16.0 29.7 22.3 4.4 35.5 Green Ext Time (p_c), s 0.8 0.1 6.7 0.0 0.0 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 43.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Page 2954 of 3079 ends

Roseville City CouncilOctober 7, 2026

Roseville City Council
October 7, 2026