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

HCM 7th Signalized Intersection Summary
14: Fiddyment Rd & 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) 120 651 538 1150 957 170 763 1147 870 150 1391 200 Future Volume (veh/h) 120 651 538 1150 957 170 763 1147 870 150 1391 200 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 126 685 311 1211 1007 99 803 1207 504 158 1464 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 237 1258 554 864 1903 849 558 1846 566 186 1296 402 Arrive On Green 0.07 0.35 0.35 0.25 0.54 0.54 0.16 0.36 0.36 0.05 0.25 0.25 Sat Flow, veh/h 3456 3554 1565 3456 3554 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 126 685 311 1211 1007 99 803 1207 504 158 1464 116 Grp Sat Flow(s),veh/h/ln1728 1777 1565 1728 1777 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 4.6 20.1 20.8 32.5 23.9 4.0 21.0 25.7 39.4 5.9 33.0 7.7 Cycle Q Clear(g_c), s 4.6 20.1 20.8 32.5 23.9 4.0 21.0 25.7 39.4 5.9 33.0 7.7 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 237 1258 554 864 1903 849 558 1846 566 186 1296 402 V/C Ratio(X) 0.53 0.54 0.56 1.40 0.53 0.12 1.44 0.65 0.89 0.85 1.13 0.29 Avail Cap(c_a), veh/h 332 1258 554 864 1903 849 558 1846 566 186 1296 402 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.47 0.47 0.47 1.00 1.00 1.00 0.49 0.49 0.49 0.31 0.31 0.31 Uniform Delay (d), s/veh 58.5 33.6 33.9 48.8 19.6 15.0 54.5 34.7 39.1 61.0 48.5 39.0 Incr Delay (d2), s/veh 0.3 0.8 1.9 187.8 1.1 0.3 202.4 0.5 9.2 10.6 61.8 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/ln2.0 8.5 8.0 36.1 9.6 1.5 24.6 10.4 15.9 2.8 20.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.9 34.4 35.8 236.5 20.6 15.2 256.9 35.2 48.3 71.5 110.3 39.3 LnGrp LOS E C D F C B F D D E F D
Approach Vol, veh/h 1122 2317 2514 1738
Approach Delay, s/veh 37.5 133.2 108.6 102.0
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 53.4 36.5 52.4 25.0 39.4 12.9 76.0 Change Period (Y+Rc), s 4.0 6.4 4.0 * 6 4.0 * 6.4 4.0 6.0 Max Green Setting (Gmax), s7.0 46.6 32.5 * 24 21.0 * 33 12.5 43.5 Max Q Clear Time (g_c+I1), s7.9 41.4 34.5 22.8 23.0 35.0 6.6 25.9 Green Ext Time (p_c), s 0.0 4.4 0.0 0.7 0.0 0.0 0.1 9.0 Intersection Summary
HCM 7th Control Delay, s/veh 104.2
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-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) 250 1351 200 340 1847 540 250 560 320 270 1070 280 Future Volume (veh/h) 250 1351 200 340 1847 540 250 560 320 270 1070 280 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 263 1422 0 358 1944 0 263 589 0 284 1126 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 259 1638 898 2654 288 917 243 1155
Arrive On Green 0.08 0.32 0.00 0.26 0.52 0.00 0.08 0.26 0.00 0.14 0.33 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 263 1422 0 358 1944 0 263 589 0 284 1126 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.0 31.5 0.0 10.3 35.4 0.0 9.1 17.7 0.0 16.4 37.6 0.0 Cycle Q Clear(g_c), s 9.0 31.5 0.0 10.3 35.4 0.0 9.1 17.7 0.0 16.4 37.6 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 259 1638 898 2654 288 917 243 1155 V/C Ratio(X) 1.01 0.87 0.40 0.73 0.91 0.64 1.17 0.97
Avail Cap(c_a), veh/h 259 1685 898 2654 288 1036 243 1155 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 55.5 38.4 0.0 36.7 22.3 0.0 54.6 39.6 0.0 51.8 40.0 0.0 Incr Delay (d2), s/veh 59.7 6.5 0.0 0.1 1.2 0.0 30.9 1.6 0.0 111.6 20.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.0 13.5 0.0 4.2 13.3 0.0 5.1 7.8 0.0 14.7 19.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 115.2 44.9 0.0 36.8 23.6 0.0 85.5 41.2 0.0 163.4 60.7 0.0 LnGrp LOS F D D C F D F E
Approach Vol, veh/h 1685 2302 852 1410
Approach Delay, s/veh 55.9 25.6 54.9 81.4
Approach LOS E C D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.1 36.6 37.5 44.2 14.0 44.7 13.0 68.7 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), s14.0 * 35 12.0 * 40 10.0 39.0 9.0 42.6 Max Q Clear Time (g_c+I1), s18.4 19.7 12.3 33.5 11.1 39.6 11.0 37.4 Green Ext Time (p_c), s 0.0 5.0 0.0 5.0 0.0 0.0 0.0 4.8 Intersection Summary
HCM 7th Control Delay, s/veh 50.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks 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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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-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1841 100 240 2437 170 120
Future Volume (veh/h) 1841 100 240 2437 170 120
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 1938 105 253 2565 179 126
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 3406 184 190 4189 205 182
Arrive On Green 0.69 0.69 0.11 0.82 0.12 0.12
Sat Flow, veh/h 5126 268 1781 5274 1781 1585
Grp Volume(v), veh/h 1329 714 253 2565 179 126
Grp Sat Flow(s),veh/h/ln1702 1822 1781 1702 1781 1585
Q Serve(g_s), s 30.1 30.3 16.0 27.2 14.8 11.5
Cycle Q Clear(g_c), s 30.1 30.3 16.0 27.2 14.8 11.5
Prop In Lane 0.15 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2338 1252 190 4189 205 182
V/C Ratio(X) 0.57 0.57 1.33 0.61 0.87 0.69
Avail Cap(c_a), veh/h 2338 1252 190 4189 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 12.1 12.1 67.0 4.9 65.3 63.8
Incr Delay (d2), s/veh 1.0 1.9 180.6 0.7 4.5 1.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln10.6 11.8 16.7 7.0 7.0 4.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.1 14.0 247.6 5.5 69.8 65.6
LnGrp LOS B B F A E E
Approach Vol, veh/h 2043 2818 305
Approach Delay, s/veh 13.4 27.3 68.1
Approach LOS B C E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 21.3 20.0 108.7 128.7
Change Period (Y+Rc), s 4.0 4.0 5.7 5.7
Max Green Setting (Gmax), s 36.0 16.0 84.3 104.3
Max Q Clear Time (g_c+I1), s 16.8 18.0 32.3 29.2
Green Ext Time (p_c), s 0.4 0.0 37.6 64.4
Intersection Summary
HCM 7th Control Delay, s/veh 24.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
17: Foothill 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) 280 1471 210 820 1677 140 320 420 710 240 1510 450 Future Volume (veh/h) 280 1471 210 820 1677 140 320 420 710 240 1510 450 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 295 1548 0 863 1765 0 337 442 0 253 1589 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 349 1666 924 2100 334 1005 191 1553
Arrive On Green 0.10 0.33 0.00 0.18 0.41 0.00 0.10 0.28 0.00 0.06 0.24 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 3554 1585 3456 6434 1585 Grp Volume(v), veh/h 295 1548 0 863 1765 0 337 442 0 253 1589 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1777 1585 1728 1609 1585 Q Serve(g_s), s 12.2 42.5 0.0 24.5 45.1 0.0 14.0 14.8 0.0 8.0 35.0 0.0 Cycle Q Clear(g_c), s 12.2 42.5 0.0 24.5 45.1 0.0 14.0 14.8 0.0 8.0 35.0 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 349 1666 924 2100 334 1005 191 1553 V/C Ratio(X) 0.84 0.93 0.93 0.84 1.01 0.44 1.33 1.02
Avail Cap(c_a), veh/h 841 1666 935 2100 334 1005 191 1553 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 64.1 47.2 0.0 58.3 38.4 0.0 65.5 42.6 0.0 68.5 55.0 0.0 Incr Delay (d2), s/veh 2.2 10.6 0.0 15.5 4.3 0.0 51.8 0.4 0.0 178.7 28.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 19.1 0.0 11.5 18.9 0.0 8.5 6.5 0.0 8.2 17.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.2 57.8 0.0 73.8 42.6 0.0 117.3 43.0 0.0 247.2 83.9 0.0 LnGrp LOS E E E D F D F F
Approach Vol, veh/h 1843 2628 779 1842
Approach Delay, s/veh 59.2 52.9 75.2 106.3
Approach LOS E D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.0 47.0 32.7 53.3 18.0 41.0 20.4 65.6 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 5.7 6.0 Max Green Setting (Gmax), s8.0 41.0 27.0 * 47 14.0 35.0 35.3 39.0 Max Q Clear Time (g_c+I1), s10.0 16.8 26.5 44.5 16.0 37.0 14.2 47.1 Green Ext Time (p_c), s 0.0 4.0 0.1 2.5 0.0 0.0 0.5 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 70.8
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
17: Foothill 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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User approved changes to right turn type.

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-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) 200 1641 230 460 2127 70 280 510 320 170 1310 240 Future Volume (veh/h) 200 1641 230 460 2127 70 280 510 320 170 1310 240 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 0.99 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 211 1727 133 484 2239 0 295 537 0 179 1379 109 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 161 1678 512 1432 3613 230 1262 225 1208 533 Arrive On Green 0.05 0.33 0.33 0.41 0.71 0.00 0.07 0.36 0.00 0.06 0.34 0.34 Sat Flow, veh/h 3456 5106 1558 3456 5106 1585 3456 3554 1585 3456 3554 1568 Grp Volume(v), veh/h 211 1727 133 484 2239 0 295 537 0 179 1379 109 Grp Sat Flow(s),veh/h/ln1728 1702 1558 1728 1702 1585 1728 1777 1585 1728 1777 1568 Q Serve(g_s), s 7.0 49.3 9.4 14.3 34.3 0.0 10.0 17.2 0.0 7.7 51.0 9.5 Cycle Q Clear(g_c), s 7.0 49.3 9.4 14.3 34.3 0.0 10.0 17.2 0.0 7.7 51.0 9.5 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 161 1678 512 1432 3613 230 1262 225 1208 533 V/C Ratio(X) 1.31 1.03 0.26 0.34 0.62 1.28 0.43 0.80 1.14 0.20 Avail Cap(c_a), veh/h 161 1678 512 1432 3613 230 1262 299 1208 533 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 71.5 50.3 37.0 29.9 11.4 0.0 70.0 36.8 0.0 69.2 49.5 58.5 Incr Delay (d2), s/veh 176.1 29.8 1.2 0.1 0.8 0.0 155.2 0.6 0.0 7.6 73.9 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/ln7.0 25.0 3.7 5.9 11.7 0.0 9.3 7.5 0.0 3.6 34.3 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 247.6 80.1 38.2 30.0 12.2 0.0 225.2 37.3 0.0 76.7 123.4 59.4 LnGrp LOS F F D C B F D E F E
Approach Vol, veh/h 2071 2723 832 1667
Approach Delay, s/veh 94.5 15.4 103.9 114.2
Approach LOS F B F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.7 59.0 68.4 55.0 15.7 57.0 11.0 112.4 Change Period (Y+Rc), s 4.0 5.7 6.0 5.7 5.7 * 6 4.0 6.0 Max Green Setting (Gmax), s13.0 48.3 18.0 49.3 10.0 * 51 7.0 62.0 Max Q Clear Time (g_c+I1), s9.7 19.2 16.3 51.3 12.0 53.0 9.0 36.3 Green Ext Time (p_c), s 0.1 7.2 0.2 0.0 0.0 0.0 0.0 22.1 Intersection Summary
HCM 7th Control Delay, s/veh 70.5
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
18: Washington 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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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-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 2051 20 90 2317 100 350 80 30 70 30 20 Future Volume (veh/h) 20 2051 20 90 2317 100 350 80 30 70 30 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 2159 0 95 2439 0 368 84 0 74 32 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 48 2834 231 3415 238 239 93 87
Arrive On Green 0.03 0.56 0.00 0.13 0.67 0.00 0.13 0.13 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 21 2159 0 95 2439 0 368 84 0 74 32 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.7 48.9 0.0 7.4 45.4 0.0 20.0 6.2 0.0 6.2 2.5 0.0 Cycle Q Clear(g_c), s 1.7 48.9 0.0 7.4 45.4 0.0 20.0 6.2 0.0 6.2 2.5 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 48 2834 231 3415 238 239 93 87
V/C Ratio(X) 0.43 0.76 0.41 0.71 1.55 0.35 0.79 0.37
Avail Cap(c_a), veh/h 309 3067 231 3415 238 239 238 163 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 71.8 25.7 0.0 60.0 15.8 0.0 65.0 59.7 0.0 70.3 69.4 0.0 Incr Delay (d2), s/veh 2.3 2.0 0.0 0.4 1.3 0.0 267.0 0.7 0.0 5.7 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 19.2 0.0 3.3 16.3 0.0 26.7 3.0 0.0 3.0 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.1 27.7 0.0 60.5 17.1 0.0 332.0 60.4 0.0 75.9 72.0 0.0 LnGrp LOS E C E B F E E E
Approach Vol, veh/h 2180 2534 452 106
Approach Delay, s/veh 28.2 18.7 281.6 74.8
Approach LOS C B F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 24.1 25.1 89.0 24.0 11.9 8.1 106.0 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s20.0 * 14 8.2 * 90 20.0 13.1 26.0 72.3 Max Q Clear Time (g_c+I1), s8.2 8.2 9.4 50.9 22.0 4.5 3.7 47.4 Green Ext Time (p_c), s 0.1 0.1 0.0 32.4 0.0 0.0 0.0 23.1 Intersection Summary
HCM 7th Control Delay, s/veh 46.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/03/2025 2040 No Project-PM 7:05 pm 04/15/2025 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 2964 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 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) 390 960 30 1110 1170 820 40 1291 770 730 1517 280 Future Volume (veh/h) 390 960 30 1110 1170 820 40 1291 770 730 1517 280 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 411 1011 0 1168 1232 0 42 1359 0 768 1597 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 461 1204 1005 1578 156 1127 596 1813
Arrive On Green 0.13 0.24 0.00 0.20 0.31 0.00 0.05 0.22 0.00 0.17 0.35 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 411 1011 0 1168 1232 0 42 1359 0 768 1597 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 17.0 27.4 0.0 29.0 31.9 0.0 1.7 32.0 0.0 25.0 42.6 0.0 Cycle Q Clear(g_c), s 17.0 27.4 0.0 29.0 31.9 0.0 1.7 32.0 0.0 25.0 42.6 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 461 1204 1005 1578 156 1127 596 1813 V/C Ratio(X) 0.89 0.84 1.16 0.78 0.27 1.21 1.29 0.88
Avail Cap(c_a), veh/h 572 1303 1005 1578 191 1127 596 1814 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 0.30 0.30 0.00 Uniform Delay (d), s/veh 61.8 52.8 0.0 58.0 45.6 0.0 66.9 56.5 0.0 60.0 43.9 0.0 Incr Delay (d2), s/veh 12.3 5.1 0.0 84.3 3.9 0.0 0.3 101.3 0.0 134.0 1.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.1 12.0 0.0 19.8 13.7 0.0 0.7 24.0 0.0 21.8 17.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.1 57.9 0.0 142.3 49.5 0.0 67.3 157.8 0.0 194.0 45.6 0.0 LnGrp LOS E E F D E F F D
Approach Vol, veh/h 1422 2400 1401 2365
Approach Delay, s/veh 62.6 94.7 155.1 93.8
Approach LOS E F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s30.0 38.0 34.0 40.2 10.5 57.5 23.4 50.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 4.0 * 6 4.0 * 6 Max Green Setting (Gmax), s25.0 32.0 29.0 37.0 8.0 * 52 24.0 * 43 Max Q Clear Time (g_c+I1), s27.0 34.0 31.0 29.4 3.7 44.6 19.0 33.9 Green Ext Time (p_c), s 0.0 0.0 0.0 4.6 0.0 5.0 0.4 6.7 Intersection Summary
HCM 7th Control Delay, s/veh 99.5
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
20: Pleasant Grove Blvd & Roseville Pkwy 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, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 2966 of 3079 ends

HCM 7th Signalized Intersection Summary
21: Pleasant Grove Blvd & Highland Pointe Dr 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) 630 5 360 150 30 360 370 1931 20 180 2007 280 Future Volume (veh/h) 630 5 360 150 30 360 370 1931 20 180 2007 280 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 663 5 271 158 32 341 389 2033 21 189 2113 255 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 622 337 284 530 287 242 442 2675 28 459 2149 666 Arrive On Green 0.18 0.18 0.18 0.15 0.15 0.15 0.13 0.40 0.40 0.13 0.42 0.42 Sat Flow, veh/h 3456 1870 1577 3456 1870 1576 3456 6614 68 3456 5106 1583 Grp Volume(v), veh/h 663 5 271 158 32 341 389 1483 571 189 2113 255 Grp Sat Flow(s),veh/h/ln1728 1870 1577 1728 1870 1576 1728 1609 1857 1728 1702 1583 Q Serve(g_s), s 27.0 0.3 25.5 6.1 2.2 23.0 16.6 39.6 39.6 7.5 61.3 16.7 Cycle Q Clear(g_c), s 27.0 0.3 25.5 6.1 2.2 23.0 16.6 39.6 39.6 7.5 61.3 16.7 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 622 337 284 530 287 242 442 1952 751 459 2149 666 V/C Ratio(X) 1.07 0.01 0.95 0.30 0.11 1.41 0.88 0.76 0.76 0.41 0.98 0.38 Avail Cap(c_a), veh/h 622 337 284 530 287 242 645 2004 771 459 2149 666 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 0.24 0.24 0.24 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.5 50.6 60.9 56.3 54.7 63.5 64.3 38.4 38.4 59.7 42.9 30.0 Incr Delay (d2), s/veh 54.9 0.0 40.8 0.1 0.1 207.9 1.9 0.7 1.8 0.2 15.8 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln16.6 0.2 13.4 2.7 1.1 23.2 7.4 15.8 18.4 3.3 27.9 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 116.4 50.6 101.7 56.5 54.8 271.4 66.2 39.1 40.2 59.9 58.7 31.6 LnGrp LOS F D F E D F E D D E E C
Approach Vol, veh/h 939 531 2443 2557
Approach Delay, s/veh 111.8 194.4 43.7 56.1
Approach LOS F F D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s25.6 66.4 31.0 23.2 68.8 27.0
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s18.3 62.3 27.0 28.0 54.3 23.0 Max Q Clear Time (g_c+I1), s9.5 41.6 29.0 18.6 63.3 25.0 Green Ext Time (p_c), s 0.2 19.0 0.0 0.6 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 70.8
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
22: Pleasant Grove Blvd & SR 65 SB Ramps 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) 140 0 580 0 0 0 0 1921 1060 0 2087 580 Future Volume (veh/h) 140 0 580 0 0 0 0 1921 1060 0 2087 580 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 98 0 664 0 2022 1116 0 2197 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 0 792 0 3788 1149 0 3788
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 98 0 664 0 2022 1116 0 2197 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1549 0 1702 1585 Q Serve(g_s), s 5.8 0.0 16.2 0.0 20.3 79.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 5.8 0.0 16.2 0.0 20.3 79.8 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 0 792 0 3788 1149 0 3788
V/C Ratio(X) 0.33 0.00 0.84 0.00 0.53 0.97 0.00 0.58
Avail Cap(c_a), veh/h 530 0 1415 0 3788 1149 0 3788
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 0.73 0.00 Uniform Delay (d), s/veh 44.1 0.0 48.4 0.0 6.6 14.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.9 0.0 0.5 20.4 0.0 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 0.0 6.5 0.0 6.6 29.3 0.0 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.3 0.0 49.4 0.0 7.2 34.7 0.0 0.5 0.0 LnGrp LOS D D A C A
Approach Vol, veh/h 762 3138 2197
Approach Delay, s/veh 48.7 17.0 0.5
Approach LOS D B 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 73.3 35.7 73.3
Max Q Clear Time (g_c+I1), s 81.8 18.2 2.0
Green Ext Time (p_c), s 0.0 1.7 45.6
Intersection Summary
HCM 7th Control Delay, s/veh 15.0
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.

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HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

Page 29 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 800 1210 1571 560 250 1867
Future Volume (veh/h) 800 1210 1571 560 250 1867
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 842 1274 1654 0 263 1965
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 1662 1380 1857 292 2864
Arrive On Green 0.33 0.33 0.36 0.00 0.16 0.56
Sat Flow, veh/h 5023 2790 5274 1585 1781 5274
Grp Volume(v), veh/h 842 1274 1654 0 263 1965
Grp Sat Flow(s),veh/h/ln1674 1395 1702 1585 1781 1702
Q Serve(g_s), s 16.2 39.7 36.6 0.0 17.4 33.0
Cycle Q Clear(g_c), s 16.2 39.7 36.6 0.0 17.4 33.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1662 1380 1857 292 2864
V/C Ratio(X) 0.51 0.92 0.89 0.90 0.69
Avail Cap(c_a), veh/h 1662 1380 1857 475 2864
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.82 0.00 1.00 1.00
Uniform Delay (d), s/veh 32.3 28.2 35.9 0.0 49.2 18.8
Incr Delay (d2), s/veh 0.1 10.4 5.8 0.0 8.5 1.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.6 18.3 15.9 0.0 8.2 12.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.4 38.6 41.7 0.0 57.7 20.2
LnGrp LOS C D D E C
Approach Vol, veh/h 2116 1654 2228
Approach Delay, s/veh 36.1 41.7 24.6
Approach LOS D D C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s23.7 49.3 73.0 47.0
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s32.0 31.3 67.3 39.7
Max Q Clear Time (g_c+I1), s19.4 38.6 35.0 41.7
Green Ext Time (p_c), s 0.3 0.0 24.9 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 33.4
HCM 7th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/03/2025
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) 610 1490 110 340 1680 90 110 1060 350 60 1110 610 Future Volume (veh/h) 610 1490 110 340 1680 90 110 1060 350 60 1110 610 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 642 1568 57 358 1768 37 116 1116 141 63 1168 415 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 585 1924 597 409 1663 516 183 1427 443 167 1403 435 Arrive On Green 0.17 0.38 0.38 0.12 0.33 0.33 0.05 0.28 0.28 0.05 0.27 0.27 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 642 1568 57 358 1768 37 116 1116 141 63 1168 415 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 22.0 35.9 3.0 13.2 42.3 2.1 4.3 26.2 9.1 2.3 27.9 33.4 Cycle Q Clear(g_c), s 22.0 35.9 3.0 13.2 42.3 2.1 4.3 26.2 9.1 2.3 27.9 33.4 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 585 1924 597 409 1663 516 183 1427 443 167 1403 435 V/C Ratio(X) 1.10 0.82 0.10 0.87 1.06 0.07 0.63 0.78 0.32 0.38 0.83 0.95 Avail Cap(c_a), veh/h 585 1924 597 452 1663 516 186 1427 443 186 1404 436 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 36.4 26.2 56.3 43.8 30.2 60.2 43.1 37.0 59.9 44.3 46.3 Incr Delay (d2), s/veh 66.4 3.4 0.2 15.0 41.0 0.2 5.0 4.0 1.6 0.5 4.7 31.6 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/ln14.7 14.9 1.1 6.5 23.4 0.8 2.0 11.2 3.7 1.0 12.4 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 120.3 39.8 26.4 71.3 84.8 30.4 65.3 47.2 38.6 60.4 49.0 77.9 LnGrp LOS F D C E F C E D D E D E
Approach Vol, veh/h 2267 2163 1373 1646
Approach Delay, s/veh 62.2 81.6 47.8 56.7
Approach LOS E F D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.3 42.6 20.4 55.6 11.9 42.0 27.0 49.0 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 35.7 17.0 47.3 7.0 35.7 22.0 42.3 Max Q Clear Time (g_c+I1), s4.3 28.2 15.2 37.9 6.3 35.4 24.0 44.3 Green Ext Time (p_c), s 0.0 6.3 0.1 8.4 0.0 0.3 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 64.0
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
25: Westbrook Blvd & Baseline Rd 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) 530 1030 40 560 1190 260 30 680 300 230 670 460 Future Volume (veh/h) 530 1030 40 560 1190 260 30 680 300 230 670 460 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 558 1084 16 589 1253 172 32 716 83 242 705 163 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 629 1572 488 667 1603 497 92 1040 323 242 1288 400 Arrive On Green 0.18 0.31 0.31 0.19 0.31 0.31 0.03 0.20 0.20 0.07 0.25 0.25 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 558 1084 16 589 1253 172 32 716 83 242 705 163 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 15.7 18.6 0.7 16.6 22.3 8.3 0.9 13.0 4.4 7.0 12.0 8.6 Cycle Q Clear(g_c), s 15.7 18.6 0.7 16.6 22.3 8.3 0.9 13.0 4.4 7.0 12.0 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 629 1572 488 667 1603 497 92 1040 323 242 1288 400 V/C Ratio(X) 0.89 0.69 0.03 0.88 0.78 0.35 0.35 0.69 0.26 1.00 0.55 0.41 Avail Cap(c_a), veh/h 727 1688 524 744 1688 524 260 1866 579 242 1841 571 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 30.4 24.2 39.2 31.1 26.4 47.8 36.8 33.4 46.4 32.4 31.1 Incr Delay (d2), s/veh 10.7 1.5 0.1 11.3 2.8 0.9 2.3 0.8 0.4 57.5 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.3 7.4 0.3 7.7 9.0 3.1 0.4 5.4 1.7 4.9 4.9 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.5 31.9 24.2 50.5 34.0 27.2 50.0 37.6 33.8 103.9 32.5 31.4 LnGrp LOS D C C D C C D D C F C C
Approach Vol, veh/h 1658 2014 831 1110
Approach Delay, s/veh 38.1 38.2 37.7 47.9
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.0 25.3 23.8 38.7 7.1 30.2 23.2 39.3 Change Period (Y+Rc), s 5.0 * 5 4.5 8.0 4.5 5.0 5.0 8.0 Max Green Setting (Gmax), s7.0 * 37 21.5 33.0 7.5 36.0 21.0 33.0 Max Q Clear Time (g_c+I1), s9.0 15.0 18.6 20.6 2.9 14.0 17.7 24.3 Green Ext Time (p_c), s 0.0 5.4 0.7 8.2 0.0 3.7 0.4 7.1 Intersection Summary
HCM 7th Control Delay, s/veh 40.0
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
26: Market St/Stargazer Dr & Baseline Rd 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) 60 1410 230 20 1890 150 170 100 20 70 70 20 Future Volume (veh/h) 60 1410 230 20 1890 150 170 100 20 70 70 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 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 63 1484 242 21 1989 158 179 105 21 74 74 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 84 2636 815 42 2515 777 219 334 281 95 204 172 Arrive On Green 0.05 0.52 0.52 0.02 0.49 0.49 0.12 0.18 0.18 0.05 0.11 0.11 Sat Flow, veh/h 1781 5106 1579 1781 5106 1579 1781 1870 1577 1781 1870 1572 Grp Volume(v), veh/h 63 1484 242 21 1989 158 179 105 21 74 74 21 Grp Sat Flow(s),veh/h/ln1781 1702 1579 1781 1702 1579 1781 1870 1577 1781 1870 1572 Q Serve(g_s), s 2.8 15.9 7.0 0.9 25.9 4.5 7.8 3.9 0.9 3.3 2.9 1.0 Cycle Q Clear(g_c), s 2.8 15.9 7.0 0.9 25.9 4.5 7.8 3.9 0.9 3.3 2.9 1.0 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 84 2636 815 42 2515 777 219 334 281 95 204 172 V/C Ratio(X) 0.75 0.56 0.30 0.51 0.79 0.20 0.82 0.31 0.07 0.78 0.36 0.12 Avail Cap(c_a), veh/h 111 2636 815 111 2571 795 423 1098 926 111 757 637 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 37.7 13.2 11.1 38.6 16.9 11.5 34.2 28.6 27.4 37.4 33.1 32.2 Incr Delay (d2), s/veh 11.8 0.4 0.4 3.5 2.0 0.2 2.9 1.1 0.2 21.2 1.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 5.1 2.1 0.4 8.9 1.4 3.5 1.8 0.3 2.0 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.5 13.6 11.5 42.1 18.8 11.7 37.1 29.8 27.6 58.6 34.4 32.6 LnGrp LOS D B B D B B D C C E C C
Approach Vol, veh/h 1789 2168 305 169
Approach Delay, s/veh 14.6 18.5 33.9 44.8
Approach LOS B B C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 18.9 5.9 47.0 13.8 13.3 7.8 45.1 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), s5.0 * 47 5.0 40.3 19.0 32.4 5.0 40.3 Max Q Clear Time (g_c+I1), s5.3 5.9 2.9 17.9 9.8 4.9 4.8 27.9 Green Ext Time (p_c), s 0.0 1.3 0.0 17.2 0.2 0.5 0.0 11.5 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. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/03/2025
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) 700 1090 300 350 1370 300 170 940 570 380 1450 700 Future Volume (veh/h) 700 1090 300 350 1370 300 170 940 570 380 1450 700 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 737 1147 316 368 1442 145 179 989 414 400 1526 496 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 787 1658 515 423 1120 348 232 1382 429 460 1719 888 Arrive On Green 0.23 0.32 0.32 0.12 0.22 0.22 0.07 0.27 0.27 0.13 0.34 0.34 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1565 Grp Volume(v), veh/h 737 1147 316 368 1442 145 179 989 414 400 1526 496 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1565 Q Serve(g_s), s 28.6 26.7 23.0 14.3 30.0 10.7 7.0 24.0 35.3 15.5 38.7 27.6 Cycle Q Clear(g_c), s 28.6 26.7 23.0 14.3 30.0 10.7 7.0 24.0 35.3 15.5 38.7 27.6 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 787 1658 515 423 1120 348 232 1382 429 460 1719 888 V/C Ratio(X) 0.94 0.69 0.61 0.87 1.29 0.42 0.77 0.72 0.97 0.87 0.89 0.56 Avail Cap(c_a), veh/h 834 1658 515 581 1120 348 506 1382 429 986 1740 894 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 51.8 40.2 38.9 58.9 53.4 45.8 62.7 45.1 49.2 58.1 42.9 19.0 Incr Delay (d2), s/veh 16.8 1.5 2.9 8.2 136.0 1.6 2.1 2.0 34.6 2.0 6.2 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln13.9 11.1 9.1 6.6 26.6 4.3 3.1 10.1 17.6 6.8 16.7 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 41.7 41.9 67.1 189.3 47.4 64.8 47.1 83.8 60.1 49.1 20.1 LnGrp LOS E D D E F D E D F E D C
Approach Vol, veh/h 2200 1955 1582 2422
Approach Delay, s/veh 50.8 155.8 58.7 45.0
Approach LOS D F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.2 43.4 20.7 50.4 13.2 52.4 35.1 36.0 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 27.6 23.0 40.0 20.0 46.6 33.0 30.0 Max Q Clear Time (g_c+I1), s17.5 37.3 16.3 28.7 9.0 40.7 30.6 32.0 Green Ext Time (p_c), s 0.7 0.0 0.4 8.5 0.2 5.4 0.5 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 75.8
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-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) 350 1050 90 50 1280 220 190 60 50 200 490 60 Future Volume (veh/h) 350 1050 90 50 1280 220 190 60 50 200 490 60 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 368 1105 95 53 1347 0 200 63 7 211 516 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 242 1339 596 68 991 218 69 313 153 374
Arrive On Green 0.14 0.38 0.38 0.04 0.28 0.00 0.16 0.16 0.16 0.29 0.29 0.00 Sat Flow, veh/h 1781 3554 1583 1781 3554 1585 1370 432 1585 535 1309 1585 Grp Volume(v), veh/h 368 1105 95 53 1347 0 263 0 7 727 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1583 1781 1777 1585 1802 0 1585 1844 0 1585 Q Serve(g_s), s 20.0 41.3 5.8 4.3 41.0 0.0 21.1 0.0 0.5 42.0 0.0 0.0 Cycle Q Clear(g_c), s 20.0 41.3 5.8 4.3 41.0 0.0 21.1 0.0 0.5 42.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.76 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 242 1339 596 68 991 287 0 313 527 0 V/C Ratio(X) 1.52 0.83 0.16 0.78 1.36 0.92 0.00 0.02 1.38 0.00 Avail Cap(c_a), veh/h 242 1339 596 87 991 324 0 345 527 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 63.5 41.4 30.4 70.1 53.0 0.0 60.8 0.0 47.6 52.5 0.0 0.0 Incr Delay (d2), s/veh 253.4 4.8 0.2 21.4 168.2 0.0 26.5 0.0 0.0 182.7 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/ln25.9 18.4 2.3 2.4 40.9 0.0 11.6 0.0 0.2 46.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 316.9 46.2 30.6 91.5 221.2 0.0 87.3 0.0 47.6 235.3 0.0 0.0 LnGrp LOS F D C F F F D F
Approach Vol, veh/h 1568 1400 270 727
Approach Delay, s/veh 108.8 216.3 86.3 235.3
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 9.6 61.4 48.0 24.0 47.0
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 26.4 7.2 53.8 42.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 23.1 6.3 43.3 44.0 22.0 43.0 Green Ext Time (p_c), s 0.3 0.0 7.5 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 168.4
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-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) 230 400 460 70 550 110 680 1330 70 150 2070 230 Future Volume (veh/h) 230 400 460 70 550 110 680 1330 70 150 2070 230 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 421 298 74 579 65 716 1400 31 158 2179 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 253 829 370 83 734 323 553 2696 825 203 2179 Arrive On Green 0.07 0.23 0.23 0.05 0.21 0.21 0.16 0.53 0.53 0.06 0.43 0.00 Sat Flow, veh/h 3456 3554 1585 1781 3554 1564 3456 5106 1562 3456 5106 1585 Grp Volume(v), veh/h 242 421 298 74 579 65 716 1400 31 158 2179 0 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1781 1777 1564 1728 1702 1562 1728 1702 1585 Q Serve(g_s), s 10.5 15.5 26.6 6.2 23.2 5.2 24.0 26.7 1.4 6.8 64.0 0.0 Cycle Q Clear(g_c), s 10.5 15.5 26.6 6.2 23.2 5.2 24.0 26.7 1.4 6.8 64.0 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 253 829 370 83 734 323 553 2696 825 203 2179 V/C Ratio(X) 0.95 0.51 0.81 0.89 0.79 0.20 1.29 0.52 0.04 0.78 1.00 Avail Cap(c_a), veh/h 253 1019 454 83 941 414 553 2696 825 276 2179 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 69.3 50.0 54.3 71.1 56.4 49.3 63.0 23.0 17.0 69.6 43.0 0.0 Incr Delay (d2), s/veh 43.7 0.8 10.3 62.1 5.1 0.6 145.7 0.7 0.1 6.2 19.2 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/ln6.1 6.9 11.6 4.3 10.9 2.1 21.5 10.5 0.5 3.1 29.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 113.0 50.9 64.6 133.2 61.5 49.9 208.7 23.7 17.1 75.8 62.2 0.0 LnGrp LOS F D E F E D F C B E E
Approach Vol, veh/h 961 718 2147 2337
Approach Delay, s/veh 70.8 67.9 85.3 63.1
Approach LOS E E F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.8 85.2 11.0 41.0 28.0 70.0 15.0 37.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 * 6 Max Green Setting (Gmax), s12.0 68.0 7.0 43.0 24.0 56.0 11.0 * 40 Max Q Clear Time (g_c+I1), s8.8 28.7 8.2 28.6 26.0 66.0 12.5 25.2 Green Ext Time (p_c), s 0.1 14.7 0.0 5.0 0.0 0.0 0.0 5.8 Intersection Summary
HCM 7th Control Delay, s/veh 72.6
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-PM 7:05 pm 04/15/2025 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-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 85 50 100 1341 1982 196
Future Volume (veh/h) 85 50 100 1341 1982 196
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 89 53 105 1412 2086 206
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 152 135 136 3765 2923 884
Arrive On Green 0.09 0.09 0.08 0.74 0.57 0.57
Sat Flow, veh/h 1781 1585 1781 5274 5274 1544
Grp Volume(v), veh/h 89 53 105 1412 2086 206
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1544
Q Serve(g_s), s 2.4 1.6 2.9 5.1 15.0 3.3
Cycle Q Clear(g_c), s 2.4 1.6 2.9 5.1 15.0 3.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 152 135 136 3765 2923 884
V/C Ratio(X) 0.59 0.39 0.77 0.38 0.71 0.23
Avail Cap(c_a), veh/h 632 563 228 4329 3222 974
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.3 22.0 23.0 2.4 7.8 5.3
Incr Delay (d2), s/veh 3.6 1.8 9.0 0.1 0.7 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.1 0.1 1.4 0.3 3.3 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.9 23.8 32.0 2.5 8.5 5.5
LnGrp LOS C C C A A A
Approach Vol, veh/h 142 1517 2292
Approach Delay, s/veh 25.1 4.5 8.2
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 41.9 8.8 8.4 33.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.0 18.0 6.5 32.0
Max Q Clear Time (g_c+I1), s 7.1 4.4 4.9 17.0
Green Ext Time (p_c), s 12.7 0.3 0.0 12.1
Intersection Summary
HCM 7th Control Delay, s/veh 7.4
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-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 20 20 40 1421 1972 60
Future Volume (veh/h) 20 20 40 1421 1972 60
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 21 21 42 1496 2076 63
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 82 73 82 3799 3028 907
Arrive On Green 0.05 0.05 0.05 0.74 0.59 0.59
Sat Flow, veh/h 1781 1585 1781 5274 5274 1530
Grp Volume(v), veh/h 21 21 42 1496 2076 63
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1530
Q Serve(g_s), s 0.5 0.5 1.0 4.5 11.9 0.7
Cycle Q Clear(g_c), s 0.5 0.5 1.0 4.5 11.9 0.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 82 73 82 3799 3028 907
V/C Ratio(X) 0.26 0.29 0.51 0.39 0.69 0.07
Avail Cap(c_a), veh/h 749 666 208 4530 3398 1018
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 19.7 19.8 20.0 2.0 6.0 3.7
Incr Delay (d2), s/veh 1.6 2.2 4.9 0.1 0.5 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.2 0.0 0.5 0.0 1.9 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.4 21.9 24.9 2.1 6.5 3.7
LnGrp LOS C C C A A A
Approach Vol, veh/h 42 1538 2139
Approach Delay, s/veh 21.6 2.7 6.4
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.4 6.5 6.5 29.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.0 18.0 5.0 28.5
Max Q Clear Time (g_c+I1), s 6.5 2.5 3.0 13.9
Green Ext Time (p_c), s 13.1 0.1 0.0 11.5
Intersection Summary
HCM 7th Control Delay, s/veh 5.0
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-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 30 5 40 60 130 5 1171 60 220 1817 120 Future Volume (veh/h) 50 30 5 40 60 130 5 1171 60 220 1817 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 32 5 42 63 137 5 1233 63 232 1913 126 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 167 176 148 207 217 184 19 1462 652 274 1972 880 Arrive On Green 0.09 0.09 0.09 0.12 0.12 0.12 0.01 0.41 0.41 0.15 0.55 0.55 Sat Flow, veh/h 1781 1870 1581 1781 1870 1581 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 53 32 5 42 63 137 5 1233 63 232 1913 126 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1581 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 2.3 1.3 0.2 1.8 2.6 7.1 0.2 26.3 2.1 10.7 43.7 3.2 Cycle Q Clear(g_c), s 2.3 1.3 0.2 1.8 2.6 7.1 0.2 26.3 2.1 10.7 43.7 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 167 176 148 207 217 184 19 1462 652 274 1972 880 V/C Ratio(X) 0.32 0.18 0.03 0.20 0.29 0.75 0.27 0.84 0.10 0.85 0.97 0.14 Avail Cap(c_a), veh/h 423 445 376 423 445 376 423 1689 753 423 1972 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 35.1 34.7 33.7 34.0 36.0 41.3 22.3 15.2 34.6 18.1 9.1 Incr Delay (d2), s/veh 1.1 0.5 0.1 0.5 0.7 5.9 7.4 3.6 0.1 9.2 13.9 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/ln1.1 0.6 0.1 0.8 1.2 2.9 0.1 10.4 0.7 5.0 18.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.7 35.6 34.7 34.1 34.7 41.9 48.8 26.0 15.2 43.8 31.9 9.1 LnGrp LOS D D C C C D D C B D C A
Approach Vol, veh/h 90 242 1301 2271
Approach Delay, s/veh 36.2 38.7 25.5 31.9
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 40.6 11.9 4.9 52.7 14.7
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), s12.7 28.3 4.3 2.2 45.7 9.1
Green Ext Time (p_c), s 0.4 6.3 0.2 0.0 0.0 0.6
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
33: Fiddyment Rd & N Hayden Pkwy 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) 60 5 107 110 10 80 121 1311 100 5 1657 200 Future Volume (veh/h) 60 5 107 110 10 80 121 1311 100 5 1657 200 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 0.96 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 63 5 -13 116 11 84 127 1380 105 5 1744 211 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 94 195 165 107 209 170 134 2069 921 14 1830 814 Arrive On Green 0.06 0.12 0.00 0.07 0.12 0.12 0.08 0.65 0.65 0.01 0.57 0.57 Sat Flow, veh/h 1603 1683 1427 1603 1683 1373 1603 3198 1423 1603 3198 1423 Grp Volume(v), veh/h 63 5 -13 116 11 84 127 1380 105 5 1744 211 Grp Sat Flow(s),veh/h/ln1603 1683 1427 1603 1683 1373 1603 1599 1423 1603 1599 1423 Q Serve(g_s), s 4.6 0.3 0.0 8.0 0.7 6.8 9.4 32.0 3.4 0.4 61.3 8.9 Cycle Q Clear(g_c), s 4.6 0.3 0.0 8.0 0.7 6.8 9.4 32.0 3.4 0.4 61.3 8.9 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 94 195 165 107 209 170 134 2069 921 14 1830 814 V/C Ratio(X) 0.67 0.03 -0.08 1.08 0.05 0.49 0.95 0.67 0.11 0.35 0.95 0.26 Avail Cap(c_a), veh/h 121 549 466 107 554 452 134 2069 921 94 1839 818 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 55.1 46.9 0.0 55.7 46.2 48.8 54.5 13.1 8.0 58.9 24.0 12.8 Incr Delay (d2), s/veh 4.5 0.2 0.0 110.3 0.5 9.8 60.8 1.0 0.1 5.3 12.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 0.1 0.0 6.5 0.3 2.8 6.0 10.2 1.0 0.2 23.5 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.6 47.0 0.0 166.1 46.6 58.6 115.3 14.1 8.1 64.1 36.0 13.1 LnGrp LOS E D F D E F B A E D B
Approach Vol, veh/h 55 211 1612 1960
Approach Delay, s/veh 72.6 117.1 21.7 33.6
Approach LOS E F C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.1 83.3 12.0 19.1 14.0 74.4 11.0 20.1 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), s7.0 71.7 8.0 39.0 10.0 68.7 9.0 * 39 Max Q Clear Time (g_c+I1), s2.4 34.0 10.0 2.3 11.4 63.3 6.6 8.8 Green Ext Time (p_c), s 0.0 22.7 0.0 0.0 0.0 5.1 0.0 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 33.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 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 5 110 5 5 10 180 1563 50 20 1454 160 Future Volume (veh/h) 80 5 110 5 5 10 180 1563 50 20 1454 160 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 84 5 116 5 5 11 189 1645 53 21 1531 168 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 159 9 148 44 44 76 220 2281 1015 55 1951 868 Arrive On Green 0.09 0.09 0.09 0.05 0.05 0.05 0.12 0.64 0.64 0.03 0.55 0.55 Sat Flow, veh/h 1686 100 1570 912 912 1567 1781 3554 1581 1781 3554 1581 Grp Volume(v), veh/h 89 0 116 10 0 11 189 1645 53 21 1531 168 Grp Sat Flow(s),veh/h/ln1786 0 1570 1825 0 1567 1781 1777 1581 1781 1777 1581 Q Serve(g_s), s 4.9 0.0 7.4 0.5 0.0 0.7 10.6 31.6 1.3 1.2 34.9 5.5 Cycle Q Clear(g_c), s 4.9 0.0 7.4 0.5 0.0 0.7 10.6 31.6 1.3 1.2 34.9 5.5 Prop In Lane 0.94 1.00 0.50 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 0 148 88 0 76 220 2281 1015 55 1951 868 V/C Ratio(X) 0.53 0.00 0.78 0.11 0.00 0.15 0.86 0.72 0.05 0.38 0.78 0.19 Avail Cap(c_a), veh/h 314 0 276 624 0 536 278 2451 1091 131 2156 959 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 44.2 0.0 45.3 46.6 0.0 46.7 44.0 12.2 6.8 48.7 18.3 11.7 Incr Delay (d2), s/veh 1.0 0.0 3.4 0.2 0.0 0.3 16.1 1.2 0.0 1.6 2.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 3.0 0.3 0.0 0.3 5.5 10.5 0.4 0.5 13.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.1 0.0 48.7 46.8 0.0 47.0 60.0 13.4 6.8 50.3 20.4 11.9 LnGrp LOS D D D D E B A D C B
Approach Vol, veh/h 205 21 1887 1720
Approach Delay, s/veh 47.1 46.9 17.9 20.0
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.1 71.7 14.6 16.7 62.2 8.9
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s7.5 70.6 18.0 16.0 62.1 35.0 Max Q Clear Time (g_c+I1), s3.2 33.6 9.4 12.6 36.9 2.7
Green Ext Time (p_c), s 0.0 26.7 0.3 0.1 19.2 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 20.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
35: Fiddyment Rd & Hayden Pkwy 07/03/2025
2040 No Project-PM 7:05 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 110 136 135 1442 1615 210
Future Volume (veh/h) 110 136 135 1442 1615 210
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 116 143 142 1518 1700 221
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 205 182 177 2737 2221 991
Arrive On Green 0.12 0.12 0.10 0.77 0.63 0.63
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 116 143 142 1518 1700 221
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 5.4 7.6 6.8 14.9 30.0 5.3
Cycle Q Clear(g_c), s 5.4 7.6 6.8 14.9 30.0 5.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 182 177 2737 2221 991
V/C Ratio(X) 0.57 0.78 0.80 0.55 0.77 0.22
Avail Cap(c_a), veh/h 777 691 286 3139 2405 1073
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 36.5 37.5 38.4 4.0 11.7 7.1
Incr Delay (d2), s/veh 0.9 2.8 8.2 0.3 1.7 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 6.7 3.2 2.8 9.5 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.4 40.3 46.6 4.4 13.5 7.3
LnGrp LOS D D D A B A
Approach Vol, veh/h 259 1660 1921
Approach Delay, s/veh 39.0 8.0 12.8
Approach LOS D A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.1 14.0 12.7 60.5
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 77.0 38.0 14.0 59.0
Max Q Clear Time (g_c+I1), s 16.9 9.6 8.8 32.0
Green Ext Time (p_c), s 32.8 0.4 0.1 22.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.5
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/03/2025 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) 150 40 90 100 80 40 120 1297 60 50 1551 150 Future Volume (veh/h) 150 40 90 100 80 40 120 1297 60 50 1551 150 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 158 42 95 105 84 42 126 1365 63 53 1633 158 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 211 221 187 145 153 127 153 1878 819 107 1786 795 Arrive On Green 0.12 0.12 0.12 0.08 0.08 0.08 0.09 0.53 0.53 0.06 0.50 0.50 Sat Flow, veh/h 1781 1870 1581 1781 1870 1556 1781 3554 1549 1781 3554 1582 Grp Volume(v), veh/h 158 42 95 105 84 42 126 1365 63 53 1633 158 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1556 1781 1777 1549 1781 1777 1582 Q Serve(g_s), s 9.0 2.1 5.9 6.0 4.5 2.7 7.3 30.9 2.1 3.0 44.4 5.8 Cycle Q Clear(g_c), s 9.0 2.1 5.9 6.0 4.5 2.7 7.3 30.9 2.1 3.0 44.4 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 211 221 187 145 153 127 153 1878 819 107 1786 795 V/C Ratio(X) 0.75 0.19 0.51 0.72 0.55 0.33 0.82 0.73 0.08 0.50 0.91 0.20 Avail Cap(c_a), veh/h 713 749 633 289 303 252 153 1878 819 144 1856 826 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 44.7 41.7 43.4 47.0 46.3 45.5 47.2 18.9 12.2 47.8 24.0 14.4 Incr Delay (d2), s/veh 5.3 0.4 2.1 6.6 3.1 1.5 29.3 1.4 0.0 3.5 7.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.2 1.0 2.4 2.9 2.2 1.1 4.4 11.6 0.7 1.4 18.3 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.0 42.1 45.5 53.6 49.4 47.0 76.4 20.4 12.2 51.3 31.3 14.5 LnGrp LOS D D D D D D E C B D C B
Approach Vol, veh/h 295 231 1554 1844
Approach Delay, s/veh 47.4 50.9 24.6 30.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.3 61.4 18.3 13.0 58.7 14.9
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s8.5 55.3 42.0 9.0 54.8 17.0
Max Q Clear Time (g_c+I1), s5.0 32.9 11.0 9.3 46.4 8.0
Green Ext Time (p_c), s 0.0 10.3 1.0 0.0 6.4 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 30.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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Appendix K
Cumulative Year With Project Conditions
Synchro Reports

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HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/24/2026
2040 With Project-AM 9:48 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) 59 634 222 264 497 136 240 677 587 443 897 69 Future Volume (veh/h) 59 634 222 264 497 136 240 677 587 443 897 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 62 667 234 278 523 143 253 713 618 466 944 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 80 950 293 359 1251 387 294 1108 606 512 1732 538 Arrive On Green 0.04 0.19 0.19 0.10 0.25 0.25 0.17 0.22 0.22 0.29 0.34 0.34 Sat Flow, veh/h 1781 5106 1575 3456 5106 1577 1781 5106 2790 1781 5106 1585 Grp Volume(v), veh/h 62 667 234 278 523 143 253 713 618 466 944 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 10.7 12.4 6.9 7.5 6.6 12.1 11.1 19.0 22.1 13.1 2.8 Cycle Q Clear(g_c), s 3.0 10.7 12.4 6.9 7.5 6.6 12.1 11.1 19.0 22.1 13.1 2.8 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 80 950 293 359 1251 387 294 1108 606 512 1732 538 V/C Ratio(X) 0.78 0.70 0.80 0.77 0.42 0.37 0.86 0.64 1.02 0.91 0.54 0.14 Avail Cap(c_a), veh/h 185 1050 324 454 1251 387 423 1108 606 682 1849 574 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 41.4 33.4 34.1 38.2 27.8 27.4 35.6 31.2 34.3 30.1 23.4 20.0 Incr Delay (d2), s/veh 14.7 1.9 12.1 6.3 0.2 0.6 11.7 1.3 41.9 13.5 0.3 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 4.3 5.4 3.1 2.9 2.4 6.0 4.5 9.5 10.6 4.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.0 35.2 46.2 44.6 28.0 28.0 47.3 32.5 76.1 43.6 23.7 20.1 LnGrp LOS E D D D C C D C F D C C
Approach Vol, veh/h 963 944 1584 1483
Approach Delay, s/veh 39.2 32.9 51.9 29.8
Approach LOS D C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 29.7 23.5 13.6 20.8 19.0 34.2 8.4 26.0 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 24.1 21.0 8.9 14.4 14.1 15.1 5.0 9.5 Green Ext Time (p_c), s 1.1 0.0 0.2 1.7 0.4 5.8 0.0 2.8 Intersection Summary
HCM 7th Control Delay, s/veh 39.2
HCM 7th LOS D

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/24/2026
2040 With Project-AM 9:48 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) 60 1466 34 84 699 43 42 108 138 292 105 118 Future Volume (veh/h) 60 1466 34 84 699 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 1543 36 88 736 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 2001 619 113 2090 647 66 278 224 350 576 439 Arrive On Green 0.05 0.39 0.39 0.06 0.41 0.41 0.04 0.15 0.15 0.20 0.31 0.31 Sat Flow, veh/h 1781 5106 1581 1781 5106 1581 1781 1870 1508 1781 1870 1427 Grp Volume(v), veh/h 63 1543 36 88 736 45 44 114 145 307 111 124 Grp Sat Flow(s),veh/h/ln1781 1702 1581 1781 1702 1581 1781 1870 1508 1781 1870 1427 Q Serve(g_s), s 3.2 23.7 1.3 4.4 9.0 1.6 2.2 5.0 8.2 15.1 3.9 5.9 Cycle Q Clear(g_c), s 3.2 23.7 1.3 4.4 9.0 1.6 2.2 5.0 8.2 15.1 3.9 5.9 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 81 2001 619 113 2090 647 66 278 224 350 576 439 V/C Ratio(X) 0.77 0.77 0.06 0.78 0.35 0.07 0.67 0.41 0.65 0.88 0.19 0.28 Avail Cap(c_a), veh/h 206 2409 746 168 2301 713 172 405 327 524 775 591 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 42.5 23.9 17.0 41.6 18.4 16.2 42.8 34.8 36.1 35.1 22.9 23.6 Incr Delay (d2), s/veh 14.3 1.3 0.0 12.7 0.1 0.0 11.0 1.0 3.1 10.8 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 8.8 0.4 2.2 3.2 0.5 1.1 2.3 3.0 7.3 1.7 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.8 25.2 17.1 54.2 18.5 16.2 53.8 35.7 39.2 45.9 23.1 24.0 LnGrp LOS E C B D B B D D D D C C
Approach Vol, veh/h 1642 869 303 542
Approach Delay, s/veh 26.2 22.0 40.0 36.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.2 17.9 10.2 39.8 7.8 32.2 8.6 41.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.5 19.5 8.5 42.5 8.7 37.3 10.4 40.6 Max Q Clear Time (g_c+I1), s 17.1 10.2 6.4 25.7 4.2 7.9 5.2 11.0 Green Ext Time (p_c), s 0.6 0.7 0.0 9.6 0.0 1.1 0.0 5.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.0
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/24/2026
2040 With Project-AM 9:48 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) 276 1486 127 354 671 157 75 1104 503 294 912 181 Future Volume (veh/h) 276 1486 127 354 671 157 75 1104 503 294 912 181 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 291 1564 31 373 706 56 79 1162 202 309 960 91 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 751 1556 483 369 958 297 358 1227 547 300 1168 520 Arrive On Green 0.22 0.30 0.30 0.11 0.19 0.19 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 291 1564 31 373 706 56 79 1162 202 309 960 91 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1584 1728 1777 1584 Q Serve(g_s), s 10.8 45.6 1.5 16.0 19.5 3.5 3.1 47.6 14.3 13.0 37.2 6.1 Cycle Q Clear(g_c), s 10.8 45.6 1.5 16.0 19.5 3.5 3.1 47.6 14.3 13.0 37.2 6.1 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 751 1556 483 369 958 297 358 1227 547 300 1168 520 V/C Ratio(X) 0.39 1.01 0.06 1.01 0.74 0.19 0.22 0.95 0.37 1.03 0.82 0.17 Avail Cap(c_a), veh/h 751 1556 483 369 1501 466 358 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 50.1 52.0 19.8 66.8 57.3 32.3 61.5 47.7 36.8 68.3 46.2 35.8 Incr Delay (d2), s/veh 0.1 24.1 0.1 49.3 1.7 0.4 0.1 15.0 0.8 59.7 4.5 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/ln4.6 22.4 0.8 9.4 8.3 1.8 1.4 23.0 5.5 8.1 16.7 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.2 76.1 19.9 116.1 59.0 32.7 61.7 62.7 37.6 128.1 50.7 36.1 LnGrp LOS D F B F E C E E D F D D
Approach Vol, veh/h 1886 1135 1443 1360
Approach Delay, s/veh 71.2 76.4 59.1 67.3
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 21.5 55.2 38.9 34.1 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 13.0 52.0 16.0 45.6 8.0 57.0 18.0 * 44 Max Q Clear Time (g_c+I1), s 15.0 49.6 18.0 47.6 5.1 39.2 12.8 21.5 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 0.0 9.9 0.3 6.6 Intersection Summary
HCM 7th Control Delay, s/veh 68.3
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 07/24/2026 2040 With Project-AM 9:48 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) 77 2793 68 82 1307 156 34 28 114 480 39 53 Future Volume (veh/h) 77 2793 68 82 1307 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 2940 36 86 1376 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 2940 36 86 1376 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 19.9 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 19.9 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 1.02 0.04 0.79 0.49 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) 0.19 0.19 0.19 0.81 0.81 0.81 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 16.6 12.8 51.4 51.1 50.8 52.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 11.9 0.0 3.8 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 27.5 0.4 2.6 7.3 1.0 1.0 0.8 0.2 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.7 37.9 11.6 59.4 17.1 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 3057 1544 74 581
Approach Delay, s/veh 38.0 19.3 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 21.9 Green Ext Time (p_c), s 0.1 0.1 0.0 0.0 0.0 20.0
Intersection Summary
HCM 7th Control Delay, s/veh 50.8
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 07/24/2026
2040 With Project-AM 9:48 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) 123 2834 431 250 1241 494 222 588 460 316 265 82 Future Volume (veh/h) 123 2834 431 250 1241 494 222 588 460 316 265 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 2983 222 263 1306 368 234 619 384 333 279 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 737 280 836 368 346 904 392 Arrive On Green 0.07 0.45 0.45 0.16 0.93 0.93 0.08 0.24 0.24 0.10 0.25 0.25 Sat Flow, veh/h 3456 6434 1556 3456 5106 1578 3456 3554 1563 3456 3554 1540 Grp Volume(v), veh/h 129 2983 222 263 1306 368 234 619 384 333 279 22 Grp Sat Flow(s),veh/h/ln1728 1609 1556 1728 1702 1578 1728 1777 1563 1728 1777 1540 Q Serve(g_s), s 5.4 68.0 13.6 11.3 5.2 4.3 10.0 24.2 35.3 14.4 9.5 1.6 Cycle Q Clear(g_c), s 5.4 68.0 13.6 11.3 5.2 4.3 10.0 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 737 280 836 368 346 904 392 V/C Ratio(X) 0.56 1.02 0.31 0.95 0.55 0.50 0.84 0.74 1.04 0.96 0.31 0.06 Avail Cap(c_a), veh/h 249 2917 705 276 2384 737 357 836 368 346 904 392 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 26.1 62.7 2.8 2.8 67.9 53.1 57.3 67.2 45.3 42.3 Incr Delay (d2), s/veh 0.1 12.3 0.1 38.1 0.8 2.2 10.5 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 28.1 5.0 5.9 1.2 1.3 4.8 11.0 19.6 8.1 4.2 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.0 53.3 26.2 100.8 3.6 5.0 78.4 56.8 116.2 105.7 45.6 42.4 LnGrp LOS E F C F A A E E F F D D
Approach Vol, veh/h 3334 1937 1237 634
Approach Delay, s/veh 52.1 17.1 79.4 77.0
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 16.2 43.8 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), s 15.0 35.3 12.0 68.0 15.5 34.8 10.8 69.2 Max Q Clear Time (g_c+I1), s 16.4 37.3 13.3 70.0 12.0 11.5 7.4 7.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 2.6 0.1 43.7 Intersection Summary
HCM 7th Control Delay, s/veh 49.5
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 07/24/2026 2040 With Project-AM 9:48 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) 2 3598 10 22 1961 69 18 13 120 15 6 6 Future Volume (veh/h) 2 3598 10 22 1961 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 3787 11 23 2064 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 3787 11 23 2064 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 3.4 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 3.4 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 0.44 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 0.87 0.87 0.87 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 3800 2160 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 5.4
Green Ext Time (p_c), s 0.3 0.0 47.0 0.0 0.0 38.0
Intersection Summary
HCM 7th Control Delay, s/veh 2.9
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 07/24/2026
2040 With Project-AM 9:48 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) 15 3713 5 5 2010 75 5 5 5 248 5 37 Future Volume (veh/h) 15 3713 5 5 2010 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 3908 5 5 2116 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 67 4290 1057 32 33 28 290 0 516 Arrive On Green 0.04 0.96 0.96 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 31 6434 1585 1781 1870 1571 1781 0 3164 Grp Volume(v), veh/h 16 3908 5 5 2116 79 5 5 5 261 0 42 Grp Sat Flow(s),veh/h/ln1781 1609 1551 31 1609 1585 1781 1870 1571 1781 0 1582 Q Serve(g_s), s 1.3 18.4 0.0 11.5 24.5 2.6 0.4 0.4 0.5 21.6 0.0 1.7 Cycle Q Clear(g_c), s 1.3 18.4 0.0 21.6 24.5 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 67 4290 1057 32 33 28 290 0 516 V/C Ratio(X) 0.31 0.84 0.00 0.08 0.49 0.07 0.16 0.15 0.18 0.90 0.00 0.08 Avail Cap(c_a), veh/h 113 4650 1121 67 4290 1057 214 224 188 545 0 968 HCM Platoon Ratio 1.33 1.33 1.33 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 70.6 1.2 0.8 14.3 12.4 8.8 72.6 72.6 72.6 61.6 0.0 53.3 Incr Delay (d2), s/veh 0.5 0.9 0.0 2.2 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 1.5 0.0 0.1 8.2 0.9 0.2 0.2 0.2 10.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.1 2.0 0.8 16.5 12.8 8.9 74.9 74.6 75.6 65.6 0.0 53.3 LnGrp LOS E A B B A E E E E D
Approach Vol, veh/h 3929 2200 15 303
Approach Delay, s/veh 2.3 12.7 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 20.4 23.6 3.3 26.5
Green Ext Time (p_c), s 0.0 28.1 0.4 0.0 27.9
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
8: Foothills Blvd & Blue Oaks Blvd 07/24/2026
2040 With Project-AM 9:48 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) 229 2956 619 516 1751 868 379 584 350 702 578 63 Future Volume (veh/h) 229 2956 619 516 1751 868 379 584 350 702 578 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 3112 511 543 1843 566 399 615 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 3112 511 543 1843 566 399 615 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 46.7 16.0 37.2 52.5 14.0 25.6 0.0 31.9 14.0 0.9 Cycle Q Clear(g_c), s 10.3 53.7 46.7 16.0 37.2 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 1.35 0.91 1.47 0.75 0.94 1.24 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 45.9 67.0 40.0 44.8 68.0 60.3 0.0 58.4 40.7 36.2 Incr Delay (d2), s/veh 19.0 160.5 21.5 222.4 1.4 19.0 130.5 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 46.5 20.9 18.3 14.5 22.8 11.9 13.3 0.0 16.7 5.9 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 86.9 208.6 67.4 289.4 41.4 63.7 198.5 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 3864 2952 1014 1360
Approach Delay, s/veh 182.3 91.3 127.9 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), s 32.6 27.7 16.0 53.7 14.0 * 47 12.6 57.1 Max Q Clear Time (g_c+I1), s 33.9 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 129.9
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 07/24/2026
2040 With Project-AM 9:48 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 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 Cumulative Year 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
2040 With Project-AM 9:48 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 3177 329 663 1095 388 189 0 622 112 766 442 Future Volume (veh/h) 0 3177 329 663 1095 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 3344 346 698 1153 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 3344 346 698 1153 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 15.5 0.0 7.7 32.0 0.0 Cycle Q Clear(g_c), s 0.0 77.0 20.4 16.0 15.5 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 0.35 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 0.34 0.34 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 12.1 0.0 42.4 51.2 0.0 Incr Delay (d2), s/veh 0.0 12.5 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 32.4 7.8 28.0 5.6 0.0 3.5 15.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 49.0 23.3 479.2 12.4 0.0 42.9 57.0 0.0 LnGrp LOS F C F B D E
Approach Vol, veh/h 3690 1851 924
Approach Delay, s/veh 46.6 188.4 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 17.5
Green Ext Time (p_c), s 0.0 0.0 7.0 22.0
Intersection Summary
HCM 7th Control Delay, s/veh 88.4
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 07/24/2026
2040 With Project-AM 9:48 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) 5 460 580 109 254 62 330 786 62 72 349 5 Future Volume (veh/h) 5 460 580 109 254 62 330 786 62 72 349 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 27 347 827 20 76 367 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 12 938 418 167 1249 556 401 1086 484 199 878 392 Arrive On Green 0.01 0.26 0.26 0.09 0.35 0.35 0.12 0.31 0.31 0.06 0.25 0.25 Sat Flow, veh/h 1781 3554 1581 1781 3554 1582 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 5 484 306 115 267 27 347 827 20 76 367 5 Grp Sat Flow(s),veh/h/ln1781 1777 1581 1781 1777 1582 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.2 7.5 11.4 4.0 3.4 0.7 6.4 13.6 0.6 1.4 5.6 0.2 Cycle Q Clear(g_c), s 0.2 7.5 11.4 4.0 3.4 0.7 6.4 13.6 0.6 1.4 5.6 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 12 938 418 167 1249 556 401 1086 484 199 878 392 V/C Ratio(X) 0.42 0.52 0.73 0.69 0.21 0.05 0.86 0.76 0.04 0.38 0.42 0.01 Avail Cap(c_a), veh/h 207 1624 723 207 1624 723 401 1514 675 401 1514 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 20.2 21.7 28.3 14.7 13.8 28.0 20.3 15.8 29.3 20.4 18.4 Incr Delay (d2), s/veh 22.2 0.4 2.5 6.8 0.1 0.0 17.5 1.5 0.0 1.2 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/ln0.1 2.8 4.0 1.9 1.2 0.2 3.3 5.0 0.2 0.6 2.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 20.7 24.2 35.2 14.8 13.9 45.5 21.8 15.8 30.5 20.7 18.4 LnGrp LOS D C C D B B D C B C C B
Approach Vol, veh/h 795 409 1194 448
Approach Delay, s/veh 22.2 20.4 28.6 22.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.2 24.2 10.6 21.5 12.0 20.5 4.9 27.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 27.5 7.5 29.5 7.5 27.5 7.5 29.5 Max Q Clear Time (g_c+I1), s 3.4 15.6 6.0 13.4 8.4 7.6 2.2 5.4 Green Ext Time (p_c), s 0.1 4.1 0.0 3.6 0.0 2.0 0.0 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 24.7
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-AM 9:48 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) 103 502 18 97 306 533 39 1081 54 806 934 79 Future Volume (veh/h) 103 502 18 97 306 533 39 1081 54 806 934 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 19 102 322 561 41 1138 57 848 983 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 1204 536 69 1395 414 655 2201 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 19 102 322 561 41 1138 57 848 983 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 50.0 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 50.0 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 1204 536 69 1395 414 655 2201 662 V/C Ratio(X) 0.52 0.44 0.04 0.49 0.27 1.05 0.60 0.82 0.14 1.29 0.45 0.13 Avail Cap(c_a), veh/h 222 1204 528 222 1204 536 110 1456 432 655 2201 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 48.8 69.8 50.2 40.5 59.8 29.6 25.3 Incr Delay (d2), s/veh 0.7 0.6 0.1 0.7 0.3 51.7 3.1 4.3 0.4 143.4 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 26.8 1.6 13.4 1.6 25.1 8.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.0 38.5 32.7 67.9 35.8 100.5 72.9 54.5 40.9 203.2 30.2 25.6 LnGrp LOS E D C E D F E D D F C C
Approach Vol, veh/h 655 985 1236 1914
Approach Delay, s/veh 43.2 76.0 54.5 106.7
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), s 28.0 42.1 9.5 50.0 9.1 62.0 9.5 50.0 Max Q Clear Time (g_c+I1), s 30.0 32.8 6.2 19.0 5.3 22.0 6.5 52.0 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 78.2
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
13: Market St & Pleasant Grove Blvd 07/24/2026
2040 With Project-AM 9:48 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) 113 1049 13 120 664 181 56 122 204 54 277 101 Future Volume (veh/h) 113 1049 13 120 664 181 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 1104 5 126 699 159 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 1180 521 165 954 217 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 2869 652 581 1260 1585 229 1171 389 Grp Volume(v), veh/h 119 1104 5 126 433 425 187 0 34 446 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1568 1781 1777 1745 1841 0 1585 1789 0 0 Q Serve(g_s), s 6.9 31.7 0.2 7.3 22.7 22.7 10.4 0.0 2.0 25.5 0.0 0.0 Cycle Q Clear(g_c), s 6.9 31.7 0.2 7.3 22.7 22.7 10.4 0.0 2.0 25.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.37 0.32 1.00 0.13 0.22
Lane Grp Cap(c), veh/h 164 1180 521 165 591 580 229 0 197 485 0 0 V/C Ratio(X) 0.73 0.94 0.01 0.76 0.73 0.73 0.82 0.00 0.17 0.92 0.00 0.00 Avail Cap(c_a), veh/h 380 1190 525 245 591 580 562 0 484 577 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 46.6 34.1 23.6 46.7 31.1 31.1 45.0 0.0 41.3 37.3 0.0 0.0 Incr Delay (d2), s/veh 2.3 13.7 0.0 3.7 5.3 5.4 2.7 0.0 0.2 16.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 15.6 0.1 3.4 10.4 10.2 4.9 0.0 0.8 13.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.9 47.8 23.6 50.4 36.3 36.5 47.8 0.0 41.5 54.1 0.0 0.0 LnGrp LOS D D C D D D D D D
Approach Vol, veh/h 1228 984 221 446
Approach Delay, s/veh 47.8 38.2 46.8 54.1
Approach LOS D D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.4 13.8 40.7 32.6 13.7 40.8
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 33.7 27.5 8.9 24.7 Green Ext Time (p_c), s 0.7 0.1 1.3 1.1 0.1 1.7
Intersection Summary
HCM 7th Control Delay, s/veh 45.4
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 07/24/2026
2040 With Project-AM 9:48 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) 159 773 644 608 508 76 408 1418 966 152 1141 77 Future Volume (veh/h) 159 773 644 608 508 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 167 814 277 640 535 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 167 814 277 640 535 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 27.3 19.8 19.0 14.5 3.7 8.0 41.3 45.1 6.7 30.9 2.1 Cycle Q Clear(g_c), s 6.9 27.3 19.8 19.0 14.5 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 0.63 0.48 1.41 0.35 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) 0.19 0.19 0.19 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 37.9 35.5 63.0 27.3 24.2 68.5 48.6 50.0 68.4 45.4 35.5 Incr Delay (d2), s/veh 1.1 0.4 0.6 198.7 0.6 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 11.7 7.5 20.7 6.2 1.4 18.4 17.2 46.5 3.5 12.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.1 38.3 36.0 261.7 27.9 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 1258 1244 2643 1394
Approach Delay, s/veh 41.8 148.0 203.9 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), s 7.5 45.1 19.0 * 53 8.0 * 45 12.4 59.6 Max Q Clear Time (g_c+I1), s 8.7 47.1 21.0 29.3 10.0 32.9 8.9 16.5 Green Ext Time (p_c), s 0.0 0.0 0.0 10.8 0.0 8.5 0.1 5.9 Intersection Summary
HCM 7th Control Delay, s/veh 129.7
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.

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HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/24/2026 2040 With Project-AM 9:48 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) 141 1585 202 200 949 220 131 909 522 385 448 243 Future Volume (veh/h) 141 1585 202 200 949 220 131 909 522 385 448 243 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 1668 0 211 999 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 1668 0 211 999 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 5.2 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 5.2 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 1.03 0.10 0.23 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 28.9 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 24.1 0.0 1.6 1.0 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 80.0 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 1816 1210 1095 877
Approach Delay, s/veh 79.8 4.0 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), s 32.0 * 42 9.0 * 48 11.0 62.8 11.0 45.8 Max Q Clear Time (g_c+I1), s 34.0 41.9 6.1 49.8 7.9 14.6 8.3 7.2 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 5.6 0.1 13.2 Intersection Summary
HCM 7th Control Delay, s/veh 58.8
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/24/2026 2040 With Project-AM 9:48 pm 04/15/2025 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 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2336 141 116 1201 103 232
Future Volume (veh/h) 2336 141 116 1201 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 2459 148 122 1264 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 3254 193 144 3919 299 266
Arrive On Green 0.66 0.66 0.08 0.77 0.17 0.17
Sat Flow, veh/h 5097 293 1781 5274 1781 1585
Grp Volume(v), veh/h 1689 918 122 1264 108 244
Grp Sat Flow(s),veh/h/ln1702 1817 1781 1702 1781 1585
Q Serve(g_s), s 50.2 52.0 10.1 11.5 8.1 22.7
Cycle Q Clear(g_c), s 50.2 52.0 10.1 11.5 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 0.77 0.85 0.32 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 17.2 17.5 68.0 5.4 55.3 61.4
Incr Delay (d2), s/veh 2.4 4.7 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/ln18.5 21.2 5.4 3.5 3.7 10.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.6 22.2 90.4 5.6 55.6 78.8
LnGrp LOS B C F A E E
Approach Vol, veh/h 2607 1386 352
Approach Delay, s/veh 20.5 13.1 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 54.0 13.5
Green Ext Time (p_c), s 0.5 0.0 29.1 22.8
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.

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HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-AM 9:48 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) 502 1781 175 561 972 164 180 993 740 185 441 132 Future Volume (veh/h) 502 1781 175 561 972 164 180 993 740 185 441 132 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 1875 0 591 1023 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 585 2121 603 1880 235 1066 207 1878
Arrive On Green 0.17 0.42 0.00 0.12 0.37 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 1875 0 591 1023 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 50.9 0.0 17.6 23.7 0.0 8.1 43.7 0.0 8.4 8.3 0.0 Cycle Q Clear(g_c), s 22.5 50.9 0.0 17.6 23.7 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 585 2121 603 1880 235 1066 207 1878 V/C Ratio(X) 0.90 0.88 0.98 0.54 0.80 0.98 0.94 0.25
Avail Cap(c_a), veh/h 1021 2121 603 1880 346 1066 207 1878 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 61.1 40.5 0.0 65.8 37.4 0.0 68.9 52.1 0.0 70.2 40.5 0.0 Incr Delay (d2), s/veh 3.0 5.8 0.0 31.5 1.1 0.0 4.9 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/ln9.9 21.7 0.0 9.1 9.9 0.0 3.7 22.5 0.0 5.0 3.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.1 46.3 0.0 97.3 38.6 0.0 73.8 74.9 0.0 116.1 40.6 0.0 LnGrp LOS E D F D E E F D
Approach Vol, veh/h 2403 1614 1234 659
Approach Delay, s/veh 50.2 60.1 74.7 63.0
Approach LOS D E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 51.0 24.0 68.4 14.2 49.8 31.1 61.3 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 9.0 45.0 18.0 * 56 15.0 39.0 44.3 30.0 Max Q Clear Time (g_c+I1), s 10.4 45.7 19.6 52.9 10.1 10.3 24.5 25.7 Green Ext Time (p_c), s 0.0 0.0 0.0 3.2 0.1 4.5 0.9 2.8 Intersection Summary
HCM 7th Control Delay, s/veh 59.5
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
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 07/24/2026
2040 With Project-AM 9:48 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) 228 2224 295 159 1057 67 317 846 294 68 654 304 Future Volume (veh/h) 228 2224 295 159 1057 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 2341 311 167 1113 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 727 812 3215 346 1073 153 828 364
Arrive On Green 0.08 0.47 0.47 0.24 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 2341 311 167 1113 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 67.8 19.9 5.8 15.5 0.0 14.4 35.0 0.0 3.1 27.6 31.2 Cycle Q Clear(g_c), s 10.3 67.8 19.9 5.8 15.5 0.0 14.4 35.0 0.0 3.1 27.6 31.2 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 286 2379 727 812 3215 346 1073 153 828 364 V/C Ratio(X) 0.84 0.98 0.43 0.21 0.35 0.97 0.83 0.47 0.83 0.88 Avail Cap(c_a), veh/h 369 2379 727 812 3215 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 39.5 26.7 46.1 13.2 0.0 67.2 48.8 0.0 70.0 54.7 61.5 Incr Delay (d2), s/veh 10.3 15.0 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 30.3 7.6 2.5 5.7 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 54.5 28.5 46.2 13.5 0.0 106.4 55.1 0.0 70.8 64.2 86.4 LnGrp LOS E D C D B F E E E F
Approach Vol, veh/h 2892 1280 1225 1080
Approach Delay, s/veh 53.7 17.7 69.1 71.2
Approach LOS D B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.7 51.1 42.4 75.6 20.7 41.0 16.4 101.6 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 7.0 43.7 8.0 69.9 15.0 * 35 16.0 63.6 Max Q Clear Time (g_c+I1), s 5.1 37.0 7.8 69.8 16.4 33.2 12.3 17.5 Green Ext Time (p_c), s 0.0 4.5 0.0 0.1 0.0 1.8 0.2 14.1 Intersection Summary
HCM 7th Control Delay, s/veh 52.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 07/24/2026 2040 With Project-AM 9:48 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) 14 2450 24 40 1176 125 55 76 38 163 28 28 Future Volume (veh/h) 14 2450 24 40 1176 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 2579 0 42 1238 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 2579 0 42 1238 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 14.5 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 14.5 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 0.35 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 9.1 0.0 71.1 69.6 0.0 67.2 59.7 0.0 Incr Delay (d2), s/veh 2.4 21.1 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 34.3 0.0 1.3 5.0 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 58.7 0.0 48.2 9.4 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 2594 1280 138 201
Approach Delay, s/veh 58.8 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), s 15.0 * 35 7.5 * 75 10.5 38.6 7.5 74.8 Max Q Clear Time (g_c+I1), s 16.4 8.3 4.9 76.8 6.8 4.1 3.2 16.5 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.1 0.0 20.2 Intersection Summary
HCM 7th Control Delay, s/veh 47.4
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
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2040 With Project-AM 9:48 pm 04/15/2025 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
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2040 With Project-AM 9:48 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) 216 1408 24 609 1049 497 26 1372 1067 889 873 256 Future Volume (veh/h) 216 1408 24 609 1049 497 26 1372 1067 889 873 256 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 0 641 1104 0 27 1444 0 936 919 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 0 641 1104 0 27 1444 0 936 919 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 18.1 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 18.1 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 272 1444 520 1605 126 1268 739 2208 V/C Ratio(X) 0.83 1.03 1.23 0.69 0.21 1.14 1.27 0.42
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 28.5 0.0 Incr Delay (d2), s/veh 16.8 30.7 0.0 121.0 2.4 0.0 0.3 72.6 0.0 127.8 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/ln4.7 21.1 0.0 12.1 11.7 0.0 0.5 23.5 0.0 26.3 7.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 82.7 82.7 0.0 186.0 45.9 0.0 68.1 127.1 0.0 184.8 28.6 0.0 LnGrp LOS F F F D E F F C
Approach Vol, veh/h 1709 1745 1471 1855
Approach Delay, s/veh 82.7 97.4 126.0 107.4
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), s 31.0 36.0 15.0 41.0 8.0 * 60 12.0 * 45 Max Q Clear Time (g_c+I1), s 33.0 38.0 17.0 43.0 3.1 20.1 11.4 29.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 12.0 0.0 9.2 Intersection Summary
HCM 7th Control Delay, s/veh 102.6
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
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 07/24/2026 2040 With Project-AM 9:48 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) 257 4 144 44 2 49 215 1903 22 347 1855 202 Future Volume (veh/h) 257 4 144 44 2 49 215 1903 22 347 1855 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 2003 23 365 1953 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 2365 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 1463 563 365 1953 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 33.5 33.5 9.6 29.0 3.4 Cycle Q Clear(g_c), s 9.2 0.2 2.2 1.5 0.1 3.9 7.7 33.5 33.5 9.6 29.0 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 1728 664 1110 3113 965 V/C Ratio(X) 0.81 0.02 0.20 0.22 0.02 0.54 0.78 0.85 0.85 0.33 0.63 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 0.28 0.28 0.28 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 14.8 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 1.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 0.1 0.9 0.7 0.1 1.6 3.4 13.2 15.7 3.9 10.3 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 15.8 10.0 LnGrp LOS D D D D D E D D D C B B
Approach Vol, veh/h 306 100 2252 2425
Approach Delay, s/veh 54.2 55.1 39.4 17.8
Approach LOS D E D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s44.2 48.7 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), s 14.3 43.3 23.0 26.0 33.3 20.0 Max Q Clear Time (g_c+I1), s 11.6 35.5 11.2 9.7 31.0 5.9 Green Ext Time (p_c), s 0.2 7.4 0.5 0.4 2.2 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 07/24/2026
2040 With Project-AM 9:48 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) 152 0 577 0 0 0 0 1392 409 0 1927 386 Future Volume (veh/h) 152 0 577 0 0 0 0 1392 409 0 1927 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 1465 431 0 2028 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 0 792 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 1465 431 0 2028 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 12.5 11.9 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.0 16.2 0.0 12.5 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 0 792 0 3787 1149 0 3787
V/C Ratio(X) 0.36 0.00 0.84 0.00 0.39 0.38 0.00 0.54
Avail Cap(c_a), veh/h 530 0 1415 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 49.4 0.0 5.9 6.5 0.0 0.4 0.0 LnGrp LOS D D A A A
Approach Vol, veh/h 771 1896 2028
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 73.3 35.7 73.3
Max Q Clear Time (g_c+I1), s 14.5 18.2 2.0
Green Ext Time (p_c), s 34.7 1.8 40.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.6
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.

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HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 823 1085 1173 371 245 1490
Future Volume (veh/h) 823 1085 1173 371 245 1490
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 1235 0 258 1568
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 1235 0 258 1568
Grp Sat Flow(s),veh/h/ln1674 1395 1702 1585 1781 1702
Q Serve(g_s), s 19.0 28.7 16.7 0.0 17.0 18.5
Cycle Q Clear(g_c), s 19.0 28.7 16.7 0.0 17.0 18.5
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 0.53 0.90 0.47
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 10.5
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 5.8 0.0 7.7 6.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.8 68.7 16.8 0.0 53.5 10.9
LnGrp LOS D F B D B
Approach Vol, veh/h 2008 1235 1826
Approach Delay, s/veh 58.0 16.8 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), s 35.0 39.3 78.3 28.7
Max Q Clear Time (g_c+I1), s 19.0 18.7 20.5 30.7
Green Ext Time (p_c), s 0.3 11.3 27.2 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.

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HCM 7th Signalized Intersection Summary
24: Santucci Blvd/Watt Ave & Baseline Rd 07/24/2026
2040 With Project-AM 9:48 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) 424 1494 62 596 1519 73 69 841 320 112 912 562 Future Volume (veh/h) 424 1494 62 596 1519 73 69 841 320 112 912 562 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 54 73 885 103 118 960 347 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 510 1678 521 666 1909 593 185 1165 362 199 1186 368 Arrive On Green 0.15 0.33 0.33 0.19 0.37 0.37 0.05 0.23 0.23 0.06 0.23 0.23 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 54 73 885 103 118 960 347 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 15.1 35.6 1.1 21.3 34.0 2.6 2.4 19.3 6.4 4.0 21.2 25.7 Cycle Q Clear(g_c), s 15.1 35.6 1.1 21.3 34.0 2.6 2.4 19.3 6.4 4.0 21.2 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 510 1678 521 666 1909 593 185 1165 362 199 1186 368 V/C Ratio(X) 0.87 0.94 0.04 0.94 0.84 0.09 0.40 0.76 0.28 0.59 0.81 0.94 Avail Cap(c_a), veh/h 695 1682 522 666 1909 593 203 1186 368 203 1186 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 38.8 27.3 47.5 34.0 24.2 54.6 43.0 38.0 54.8 43.3 45.0 Incr Delay (d2), s/veh 7.4 10.9 0.1 21.3 4.0 0.2 0.5 4.3 1.6 3.0 4.6 32.8 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/ln6.8 15.9 0.4 10.9 14.0 1.0 1.0 8.3 2.6 1.8 9.4 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.1 49.8 27.3 68.8 38.0 24.4 55.1 47.3 39.6 57.9 47.9 77.8 LnGrp LOS E D C E D C E D D E D E
Approach Vol, veh/h 2041 2280 1061 1425
Approach Delay, s/veh 51.2 46.2 47.1 56.0
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.9 33.5 28.0 45.9 11.4 34.0 22.6 51.3 Change Period (Y+Rc), s 5.0 6.3 5.0 6.7 5.0 6.3 5.0 6.7 Max Green Setting (Gmax), s 7.0 27.7 23.0 39.3 7.0 27.7 24.0 38.3 Max Q Clear Time (g_c+I1), s 6.0 21.3 23.3 37.6 4.4 27.7 17.1 36.0 Green Ext Time (p_c), s 0.0 4.8 0.0 1.6 0.0 0.0 0.5 2.1 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.

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HCM 7th Signalized Intersection Summary
25: Westbrook Blvd & Baseline Rd 07/24/2026
2040 With Project-AM 9:48 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) 461 1261 11 289 1521 179 37 536 548 275 695 632 Future Volume (veh/h) 461 1261 11 289 1521 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 1327 5 304 1601 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 1327 5 304 1601 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 26.3 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 26.3 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 0.80 0.01 0.84 1.05 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 34.2 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 3.3 0.0 13.8 37.8 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 10.8 0.1 4.7 18.3 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 37.5 25.4 62.3 76.6 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 1817 1994 1017 1487
Approach Delay, s/veh 60.7 72.3 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), s 8.0 * 37 12.5 35.0 4.5 40.0 14.0 33.0 Max Q Clear Time (g_c+I1), s 10.0 29.6 11.5 28.3 3.2 32.3 16.0 35.0 Green Ext Time (p_c), s 0.0 3.1 0.1 5.5 0.0 2.9 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 60.6
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 3015 of 3079 ends

HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/24/2026
2040 With Project-AM 9:48 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) 12 1936 163 7 1954 98 212 63 12 161 120 105 Future Volume (veh/h) 12 1936 163 7 1954 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 2038 172 7 2057 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 2755 852 16 2722 842 260 270 227 202 209 176 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 2038 172 7 2057 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 28.9 5.3 0.4 29.7 3.1 11.5 3.0 0.7 8.8 6.1 6.4 Cycle Q Clear(g_c), s 0.7 28.9 5.3 0.4 29.7 3.1 11.5 3.0 0.7 8.8 6.1 6.4 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 27 2755 852 16 2722 842 260 270 227 202 209 176 V/C Ratio(X) 0.48 0.74 0.20 0.44 0.76 0.12 0.86 0.24 0.06 0.84 0.60 0.63 Avail Cap(c_a), veh/h 94 2829 875 94 2829 875 510 931 784 245 642 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 16.7 11.2 46.5 17.2 11.0 39.4 35.8 34.8 41.0 39.9 40.0 Incr Delay (d2), s/veh 4.7 1.2 0.2 7.0 1.4 0.1 3.2 1.0 0.2 16.1 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 9.9 1.7 0.2 10.3 1.0 5.2 1.4 0.3 4.7 3.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.8 17.9 11.5 53.6 18.6 11.1 42.6 36.8 35.1 57.1 43.4 44.6 LnGrp LOS D B B D B B D D D E D D
Approach Vol, veh/h 2223 2167 302 406
Approach Delay, s/veh 17.6 18.4 41.0 49.4
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 56.6 17.8 15.2 5.4 56.0 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 13.0 * 47 5.0 52.3 27.0 32.4 5.0 52.3 Max Q Clear Time (g_c+I1), s 10.8 5.0 2.4 30.9 13.5 8.4 2.7 31.7 Green Ext Time (p_c), s 0.1 0.8 0.0 19.4 0.3 1.3 0.0 18.6 Intersection Summary
HCM 7th Control Delay, s/veh 21.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/24/2026
2040 With Project-AM 9:48 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) 546 1384 112 276 1056 311 256 1275 251 459 892 1006 Future Volume (veh/h) 546 1384 112 276 1056 311 256 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 1457 118 291 1112 156 269 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 646 1699 527 355 1269 394 332 1182 367 554 1511 760 Arrive On Green 0.19 0.33 0.33 0.10 0.25 0.25 0.10 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 1457 118 291 1112 156 269 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 19.2 31.5 6.3 9.8 24.7 9.7 9.0 27.4 4.7 16.1 18.8 35.0 Cycle Q Clear(g_c), s 19.2 31.5 6.3 9.8 24.7 9.7 9.0 27.4 4.7 16.1 18.8 35.0 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 646 1699 527 355 1269 394 332 1182 367 554 1511 760 V/C Ratio(X) 0.89 0.86 0.22 0.82 0.88 0.40 0.81 1.14 0.21 0.87 0.62 1.08 Avail Cap(c_a), veh/h 964 1699 527 672 1295 402 585 1182 367 1140 1511 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 46.9 36.8 28.4 52.0 42.7 37.0 52.4 45.4 36.7 48.4 35.9 30.7 Incr Delay (d2), s/veh 5.2 4.9 0.4 1.8 7.4 1.3 1.8 71.7 0.5 1.7 1.0 55.4 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/ln8.4 13.2 2.4 4.2 10.9 3.8 3.9 19.0 1.8 6.9 7.6 31.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.1 41.7 28.8 53.8 50.1 38.3 54.2 117.1 37.2 50.2 36.9 86.0 LnGrp LOS D D C D D D D F D D D F
Approach Vol, veh/h 2150 1559 1689 2240
Approach Delay, s/veh 43.8 49.6 103.4 57.7
Approach LOS D D F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.0 33.8 16.2 45.3 15.3 41.4 26.1 35.4 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s 39.0 27.0 23.0 30.0 20.0 35.0 33.0 30.0 Max Q Clear Time (g_c+I1), s 18.1 29.4 11.8 33.5 11.0 37.0 21.2 26.7 Green Ext Time (p_c), s 0.8 0.0 0.4 0.0 0.3 0.0 0.9 2.7 Intersection Summary
HCM 7th Control Delay, s/veh 62.2
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
28: Woodcreek Oaks Blvd/Cook Riolo Rd & Baseline Rd 07/24/2026 2040 With Project-AM 9:48 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) 222 1354 124 50 837 167 232 451 82 264 88 302 Future Volume (veh/h) 222 1354 124 50 837 167 232 451 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 1425 131 53 881 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 1425 131 53 881 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 1.26 0.26 0.78 1.07 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 73.4 123.8 0.5 30.5 52.4 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 40.1 3.6 2.6 21.2 0.0 40.9 0.0 1.0 19.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 139.0 174.9 38.5 102.0 110.0 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 1790 934 759 371
Approach Delay, s/veh 160.2 109.6 164.9 133.4
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 146.3
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 07/24/2026
2040 With Project-AM 9:48 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) 179 459 946 55 313 84 439 1427 60 66 1090 128 Future Volume (veh/h) 179 459 946 55 313 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 188 483 810 58 329 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 188 483 810 58 329 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 12.1 63.0 4.5 8.2 1.9 18.0 39.9 1.2 2.7 31.1 0.0 Cycle Q Clear(g_c), s 7.5 12.1 63.0 4.5 8.2 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 0.22 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 24.5 38.5 66.0 25.4 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 0.2 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 5.0 39.1 2.5 3.5 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 24.7 116.1 84.8 25.6 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 1481 424 1984 1216
Approach Delay, s/veh 80.5 33.5 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), s 7.0 43.0 7.0 63.0 18.0 32.0 13.0 * 58 Max Q Clear Time (g_c+I1), s 4.7 41.9 6.5 65.0 20.0 33.1 9.5 10.2 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 0.0 0.1 4.8 Intersection Summary
HCM 7th Control Delay, s/veh 70.5
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
29: Foothills Blvd & Baseline Rd/Main St 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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) 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 1360 1296 110
Future Volume (veh/h) 210 125 58 1360 1296 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 1432 1364 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 330 293 111 2972 2061 621
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 1432 1364 116
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1539
Q Serve(g_s), s 4.5 2.9 1.3 6.3 8.4 1.9
Cycle Q Clear(g_c), s 4.5 2.9 1.3 6.3 8.4 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 330 293 111 2972 2061 621
V/C Ratio(X) 0.67 0.45 0.55 0.48 0.66 0.19
Avail Cap(c_a), veh/h 829 738 230 2972 2377 717
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 14.7 14.0 17.6 4.7 9.4 7.4
Incr Delay (d2), s/veh 2.4 1.1 4.2 0.1 0.6 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 15.1 21.8 4.8 10.0 7.6
LnGrp LOS B B C A A A
Approach Vol, veh/h 353 1493 1480
Approach Delay, s/veh 16.3 5.5 9.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.0 11.7 6.9 20.1
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 8.3 6.5 3.3 10.4
Green Ext Time (p_c), s 6.2 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) 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 1370 1410 10
Future Volume (veh/h) 47 50 17 1370 1410 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 1442 1484 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 3340 2569 768
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 1442 1484 11
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1526
Q Serve(g_s), s 0.9 1.1 0.4 4.8 7.2 0.1
Cycle Q Clear(g_c), s 0.9 1.1 0.4 4.8 7.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 160 142 41 3340 2569 768
V/C Ratio(X) 0.31 0.37 0.44 0.43 0.58 0.01
Avail Cap(c_a), veh/h 913 812 254 4797 3416 1021
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 15.0 15.1 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 16.7 24.2 3.0 6.3 4.4
LnGrp LOS B B C A A A
Approach Vol, veh/h 102 1460 1495
Approach Delay, s/veh 16.4 3.3 6.3
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.5 7.7 5.3 22.2
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 6.8 3.1 2.4 9.2
Green Ext Time (p_c), s 11.6 0.2 0.0 8.5
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 07/24/2026
2040 With Project-AM 9:48 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) 76 89 5 77 39 100 5 1583 44 37 604 26 Future Volume (veh/h) 76 89 5 77 39 100 5 1583 44 37 604 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 1666 46 39 636 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 196 206 174 180 189 160 19 1759 784 103 1927 860 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 1666 46 39 636 27 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1580 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.4 3.8 0.2 3.4 1.6 5.1 0.2 35.7 1.2 1.7 8.0 0.6 Cycle Q Clear(g_c), s 3.4 3.8 0.2 3.4 1.6 5.1 0.2 35.7 1.2 1.7 8.0 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 196 206 174 180 189 160 19 1759 784 103 1927 860 V/C Ratio(X) 0.41 0.46 0.03 0.45 0.22 0.66 0.27 0.95 0.06 0.38 0.33 0.03 Avail Cap(c_a), veh/h 445 467 395 445 467 395 445 1775 792 445 1927 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 33.4 31.8 33.9 33.1 34.7 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 4.6 7.4 11.3 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 14.8 0.4 0.8 2.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.5 34.9 31.9 35.7 33.7 39.2 46.7 30.5 10.6 38.6 10.3 8.5 LnGrp LOS C C C D C D D C B D B A
Approach Vol, veh/h 179 227 1717 702
Approach Delay, s/veh 34.7 37.0 30.0 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), s 20.0 40.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 3.7 37.7 5.8 2.2 10.0 7.1
Green Ext Time (p_c), s 0.0 1.9 0.6 0.0 4.3 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 26.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 7th Signalized Intersection Summary
33: Fiddyment Rd & N Hayden Pkwy 07/24/2026
2040 With Project-AM 9:48 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) 86 6 280 77 4 16 213 1489 81 25 857 28 Future Volume (veh/h) 86 6 280 77 4 16 213 1489 81 25 857 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 1567 85 26 902 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 122 305 254 103 286 235 253 1654 736 58 1265 562 Arrive On Green 0.08 0.18 0.18 0.06 0.17 0.17 0.16 0.52 0.52 0.04 0.40 0.40 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 1567 85 26 902 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 44.6 2.9 1.5 22.8 1.2 Cycle Q Clear(g_c), s 5.3 0.3 10.8 4.8 0.2 1.0 13.1 44.6 2.9 1.5 22.8 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 122 305 254 103 286 235 253 1654 736 58 1265 562 V/C Ratio(X) 0.75 0.02 0.66 0.78 0.01 0.07 0.88 0.95 0.12 0.44 0.71 0.05 Avail Cap(c_a), veh/h 133 730 609 267 893 734 300 1664 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 22.0 11.9 45.4 24.5 17.9 Incr Delay (d2), s/veh 16.0 0.1 9.8 4.8 0.1 0.6 20.7 12.1 0.1 2.0 2.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 0.1 4.4 2.0 0.1 0.4 6.4 17.1 0.9 0.6 8.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.5 32.4 46.5 49.1 33.3 34.1 60.3 34.0 12.0 47.3 26.6 18.0 LnGrp LOS E C D D C C E C B D C B
Approach Vol, veh/h 266 102 1876 957
Approach Delay, s/veh 50.6 46.0 36.2 26.9
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 22.7 19.2 44.0 11.3 21.6 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 8.0 50.0 16.0 41.7 18.0 40.0 8.0 * 51 Max Q Clear Time (g_c+I1), s 3.5 46.6 6.8 12.8 15.1 24.8 7.3 3.0 Green Ext Time (p_c), s 0.0 3.1 0.1 1.8 0.1 8.0 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 34.9
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 2040 With Project-AM 9:48 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) 102 2 260 42 6 11 92 1495 21 11 1194 23 Future Volume (veh/h) 102 2 260 42 6 11 92 1495 21 11 1194 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 1574 22 12 1257 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 16 120 127 1763 784 36 1580 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 1574 22 12 1257 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 4.8 35.6 0.6 0.6 27.0 0.8 Cycle Q Clear(g_c), s 4.7 0.0 15.0 2.4 0.0 0.6 4.8 35.6 0.6 0.6 27.0 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 0 120 127 1763 784 36 1580 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 0.80 0.03 Avail Cap(c_a), veh/h 401 0 355 403 0 353 401 1798 800 401 1599 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 34.9 39.0 0.0 38.2 40.5 20.3 11.5 43.0 21.2 13.9 Incr Delay (d2), s/veh 0.2 0.0 19.7 0.6 0.0 0.1 3.5 6.4 0.0 2.0 3.2 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/ln2.0 0.0 7.4 1.1 0.0 0.2 2.1 14.1 0.2 0.3 10.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.9 0.0 54.6 39.6 0.0 38.4 44.0 26.7 11.5 45.0 24.4 14.0 LnGrp LOS C D D D D C B D C B
Approach Vol, veh/h 383 62 1693 1293
Approach Delay, s/veh 47.9 39.4 27.5 24.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 50.1 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), s 20.0 45.0 20.0 20.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 2.6 37.6 17.0 6.8 29.0 4.4 Green Ext Time (p_c), s 0.0 6.5 0.3 0.1 8.2 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 28.8
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
2040 With Project-AM 9:48 pm 04/15/2025 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 1433 1290 153
Future Volume (veh/h) 248 189 105 1433 1290 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 1508 1358 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 2339 1776 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 1508 1358 161
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 8.9 7.4 3.8 15.9 19.5 3.6
Cycle Q Clear(g_c), s 8.9 7.4 3.8 15.9 19.5 3.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 327 291 169 2339 1776 792
V/C Ratio(X) 0.80 0.68 0.66 0.64 0.76 0.20
Avail Cap(c_a), veh/h 1185 1055 508 2339 1914 854
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 24.7 24.1 27.6 6.4 12.8 8.8
Incr Delay (d2), s/veh 1.7 1.1 4.3 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/ln3.7 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 7.2 14.9 9.0
LnGrp LOS C C C A B A
Approach Vol, veh/h 460 1619 1519
Approach Delay, s/veh 25.9 8.9 14.3
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 47.6 15.6 10.0 37.6
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 17.9 10.9 5.8 21.5
Green Ext Time (p_c), s 5.3 0.7 0.2 10.0
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 07/24/2026 2040 With Project-AM 9:48 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) 129 17 120 24 33 26 62 1525 46 32 1343 65 Future Volume (veh/h) 129 17 120 24 33 26 62 1525 46 32 1343 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 1605 48 34 1414 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 196 206 174 147 154 128 132 1753 764 93 1675 745 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 1605 48 34 1414 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 35.3 1.4 1.6 29.6 2.0 Cycle Q Clear(g_c), s 6.2 0.7 6.5 1.1 1.5 1.4 3.0 35.3 1.4 1.6 29.6 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 196 206 174 147 154 128 132 1753 764 93 1675 745 V/C Ratio(X) 0.69 0.09 0.72 0.17 0.23 0.21 0.49 0.92 0.06 0.37 0.84 0.09 Avail Cap(c_a), veh/h 421 442 374 421 442 368 421 1806 787 421 1806 804 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 36.3 33.8 36.4 36.1 36.3 36.2 37.6 19.8 11.2 38.8 19.6 12.4 Incr Delay (d2), s/veh 4.4 0.2 5.6 0.5 0.7 0.8 2.8 7.7 0.0 2.4 3.7 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/ln2.9 0.3 2.7 0.5 0.7 0.5 1.3 14.1 0.4 0.7 11.3 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.6 34.0 42.0 36.7 37.0 37.1 40.5 27.5 11.2 41.2 23.3 12.4 LnGrp LOS D C D D D D D C B D C B
Approach Vol, veh/h 280 87 1718 1516
Approach Delay, s/veh 40.8 36.9 27.5 23.2
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.4 47.7 15.2 10.3 45.9 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 3.6 37.3 8.5 5.0 31.6 3.5
Green Ext Time (p_c), s 0.0 4.4 0.7 0.1 7.1 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 27.0
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 2040 With Project-AM 9:48 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Intersection
Int Delay, s/veh 3.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 29 937 730 264 43 5
Future Vol, veh/h 29 937 730 264 43 5
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 32 1018 793 287 47 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1080 0 - 0 2018 937
Stage 1 - - - - 937 -
Stage 2 - - - - 1082 -
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 645 - - - 64 321
Stage 1 - - - - 381 -
Stage 2 - - - - 325 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 645 - - - 61 321
Mov Cap-2 Maneuver - - - - 61 -
Stage 1 - - - - 363 -
Stage 2 - - - - 325 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.33 0 156.81

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 645 - - - 67
HCM Lane V/C Ratio 0.049 - - - 0.784
HCM Ctrl Dly (s/v) 10.9 - - - 156.8
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.2 - - - 3.6

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HCM 7th TWSC
38: Phillip Road & Truck Driveway 07/24/2026
2040 With Project-AM 9:48 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Intersection
Int Delay, s/veh 6.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 892 660 75 74 8
Future Vol, veh/h 8 892 660 75 74 8
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 9 970 717 82 80 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 799 0 - 0 1745 758
Stage 1 - - - - 758 -
Stage 2 - - - - 987 -
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 824 - - - 95 407
Stage 1 - - - - 463 -
Stage 2 - - - - 361 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 824 - - - 94 407
Mov Cap-2 Maneuver - - - - 94 -
Stage 1 - - - - 458 -
Stage 2 - - - - 361 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.08 0 134.47

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 824 - - - 102
HCM Lane V/C Ratio 0.011 - - - 0.878
HCM Ctrl Dly (s/v) 9.4 - - - 134.5
HCM Lane LOS A - - - F
HCM 95th %tile Q(veh) 0 - - - 5.1

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HCM Signalized Intersection Capacity Analysis
9: Fidelity Wy & Blue Oaks Blvd 08/31/2026
2040 With Project-AM 9:48 pm 04/15/2025 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 (vph) 0 3446 350 75 1651 0 0 0 60 0 0 1710 Future Volume (vph) 0 3446 350 75 1651 0 0 0 60 0 0 1710 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 0.86 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) 5085 1552 1770 6408 1611 1611
Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5085 1552 1770 6408 1611 1611
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 3627 368 79 1738 0 0 0 63 0 0 1800
RTOR Reduction (vph) 0 0 79 0 0 0 0 0 43 0 0 0
Lane Group Flow (vph) 0 3627 289 79 1738 0 0 0 20 0 0 1800 Confl. Bikes (#/hr) 1 1
Turn Type NA Perm Prot NA Prot Free
Protected Phases 4 3 Free 8
Permitted Phases 4 Free
Actuated Green, G (s) 53.2 53.2 4.8 70.0 6.3 70.0
Effective Green, g (s) 53.2 53.2 4.8 70.0 6.3 70.0
Actuated g/C Ratio 0.76 0.76 0.07 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) 3864 1179 121 6408 144 1611
v/s Ratio Prot 0.71 0.04 0.27 0.01
v/s Ratio Perm 0.19 c1.12
v/c Ratio 0.94 0.25 0.65 0.27 0.14 1.12
Uniform Delay, d1 7.0 2.5 31.8 0.0 29.4 35.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.9 0.5 17.1 0.1 0.4 61.9
Delay (s) 12.9 3.0 48.9 0.1 29.8 96.9
Level of Service B A D A C F
Approach Delay (s/veh) 12.0 2.2 29.8 96.9
Approach LOS B A C F
Intersection Summary
HCM 2000 Control Delay (s/veh) 29.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.35
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 3030 of 3079 ends

HCM 7th Signalized Intersection Summary
1: Westbrook Blvd & Blue Oaks Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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) 170 911 503 980 838 510 350 730 530 250 920 110 Future Volume (veh/h) 170 911 503 980 838 510 350 730 530 250 920 110 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 179 959 529 1032 882 537 368 768 558 263 968 116 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 179 959 529 1032 882 537 368 768 558 263 968 116 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 20.6 21.0 32.0 14.6 36.0 18.5 15.8 21.0 15.9 20.5 7.1 Cycle Q Clear(g_c), s 10.8 20.6 21.0 32.0 14.6 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 0.98 1.76 1.03 0.47 0.93 1.23 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 44.3 44.5 39.0 26.9 33.7 45.8 42.4 44.5 45.2 44.8 39.3 Incr Delay (d2), s/veh 17.8 24.8 355.0 35.4 0.2 22.5 128.6 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 10.6 37.5 17.8 5.7 16.5 18.6 6.8 10.8 9.1 11.2 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.4 69.1 399.5 74.4 27.1 56.2 174.3 46.7 96.3 73.4 78.3 40.1 LnGrp LOS E E F F C E F D F E F D
Approach Vol, veh/h 1667 2451 1694 1347
Approach Delay, s/veh 173.6 53.4 90.8 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 94.1
HCM 7th LOS F

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HCM 7th Signalized Intersection Summary
2: Hayden Pkwy & Blue Oaks Blvd 07/24/2026
2040 With Project-PM 10:03 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 1353 126 200 1842 260 65 100 120 100 140 90 Future Volume (veh/h) 170 1353 126 200 1842 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 1424 133 211 1939 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 2408 746 176 2300 712 88 268 216 137 320 226 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 1320 Grp Volume(v), veh/h 179 1424 133 211 1939 274 68 105 126 105 147 95 Grp Sat Flow(s),veh/h/ln1781 1702 1582 1781 1702 1582 1781 1870 1506 1781 1870 1320 Q Serve(g_s), s 8.5 17.6 4.2 8.5 28.9 9.9 3.2 4.4 6.7 5.0 6.1 5.5 Cycle Q Clear(g_c), s 8.5 17.6 4.2 8.5 28.9 9.9 3.2 4.4 6.7 5.0 6.1 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 2408 746 176 2300 712 88 268 216 137 320 226 V/C Ratio(X) 0.84 0.59 0.18 1.20 0.84 0.38 0.77 0.39 0.58 0.77 0.46 0.42 Avail Cap(c_a), veh/h 216 2525 782 176 2412 747 180 424 342 549 812 573 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 37.0 16.6 13.1 38.7 20.9 15.7 40.4 33.4 34.4 38.9 32.1 31.8 Incr Delay (d2), s/veh 24.1 0.3 0.1 131.0 2.8 0.3 13.4 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/ln4.9 6.0 1.3 9.9 10.3 3.2 1.7 2.0 2.4 2.4 2.8 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.1 17.0 13.2 169.7 23.7 16.0 53.8 34.3 36.9 47.5 33.1 33.1 LnGrp LOS E B B F C B D C D D C C
Approach Vol, veh/h 1736 2424 299 347
Approach Delay, s/veh 21.2 35.6 39.9 37.5
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.1 16.8 13.0 45.0 8.7 19.2 14.8 43.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.5 19.5 8.5 42.5 8.7 37.3 10.4 40.6 Max Q Clear Time (g_c+I1), s 7.0 8.7 10.5 19.6 5.2 8.1 10.5 30.9 Green Ext Time (p_c), s 0.2 0.7 0.0 10.9 0.0 1.2 0.0 7.8 Intersection Summary
HCM 7th Control Delay, s/veh 30.8
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
3: Fiddyment Rd & Blue Oaks Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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The volume of the right movement cannot be less than the right turn on red volume. Volume = 72, RTOR = 98

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HCM 7th Signalized Intersection Summary
4: Diamond Creek Blvd/Prairie Woods Wy & Blue Oaks Blvd 07/24/2026 2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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The volume of the right movement cannot be less than the right turn on red volume. Volume = 50, RTOR = 105

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HCM 7th Signalized Intersection Summary
5: Woodcreek Oaks Blvd & Blue Oaks Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

Page 5 ends

The volume of the right movement cannot be less than the right turn on red volume. Volume = 188, RTOR = 220

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HCM 7th Signalized Intersection Summary
6: Walgreens Dwy/Roseville Pkwy & Blue Oaks Blvd 07/24/2026 2040 With Project-PM 10:03 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 2412 340 180 3878 50 50 20 20 60 20 20 Future Volume (veh/h) 20 2412 340 180 3878 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 2539 358 189 4082 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 2539 358 189 4082 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 13.1 5.2 7.5 45.4 0.4 2.0 1.8 1.9 5.1 0.0 3.5 Cycle Q Clear(g_c), s 1.7 13.1 5.2 7.5 45.4 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 0.59 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) 0.22 0.22 0.22 0.20 0.20 0.20 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 71.2 3.3 2.8 70.0 3.4 1.7 65.5 65.4 65.5 66.0 0.0 65.2 Incr Delay (d2), s/veh 0.5 0.1 0.2 59.5 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 2.4 1.3 4.6 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 3.0 129.5 4.2 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 2918 4324 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 15.1 7.1 3.7 47.4
Green Ext Time (p_c), s 0.2 0.0 33.2 0.1 0.0 1.7
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 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

Page 7 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 2402 5 5 3918 260 5 5 5 140 5 40 Future Volume (veh/h) 50 2402 5 5 3918 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 2528 5 5 4124 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 138 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 127 6434 1585 1781 1870 1571 1781 0 3161 Grp Volume(v), veh/h 53 2528 5 5 4124 274 5 5 5 147 0 45 Grp Sat Flow(s),veh/h/ln1781 1609 1551 127 1609 1585 1781 1870 1571 1781 0 1580 Q Serve(g_s), s 4.2 0.0 0.0 1.8 79.0 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 1.8 79.0 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 138 4537 1118 32 33 28 179 0 318 V/C Ratio(X) 0.56 0.50 0.00 0.04 0.91 0.25 0.16 0.15 0.18 0.82 0.00 0.14 Avail Cap(c_a), veh/h 113 5052 1218 138 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) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 65.3 0.0 0.0 6.8 18.2 7.9 72.6 72.6 72.6 66.1 0.0 61.6 Incr Delay (d2), s/veh 1.4 0.3 0.0 0.5 3.6 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 26.3 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 0.3 0.0 7.3 21.8 8.4 74.9 74.6 75.6 69.7 0.0 61.6 LnGrp LOS E A A C A E E E E E
Approach Vol, veh/h 2586 4403 15 192
Approach Delay, s/veh 1.6 21.0 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 81.0
Green Ext Time (p_c), s 0.0 42.9 0.3 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 15.4
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 7th Signalized Intersection Summary
8: Foothills Blvd & Blue Oaks Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year 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) 110 2324 198 450 3144 480 604 860 560 730 880 250 Future Volume (veh/h) 110 2324 198 450 3144 480 604 860 560 730 880 250 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 2446 67 474 3309 157 636 905 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 2446 67 474 3309 157 636 905 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 4.3 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 4.3 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 1.07 0.12 1.47 1.35 0.26 1.53 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 32.6 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 41.0 0.4 224.6 157.6 0.9 252.0 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 27.2 1.7 16.1 49.0 4.0 22.3 18.4 0.0 26.6 10.0 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.3 89.4 33.0 292.6 204.0 32.7 318.0 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 2629 3940 1541 1904
Approach Delay, s/veh 87.0 207.8 172.2 151.0
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), s 22.0 41.3 14.0 52.7 18.0 * 46 10.5 56.2 Max Q Clear Time (g_c+I1), s 24.0 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 159.8
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 07/24/2026
2040 With Project-PM 10:03 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 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year 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
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year 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 2974 260 510 1594 260 550 0 1210 190 560 520 Future Volume (veh/h) 0 2974 260 510 1594 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 3131 274 537 1678 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 3131 274 537 1678 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 62.0 13.7 16.0 22.2 0.0 14.7 23.2 0.0 Cycle Q Clear(g_c), s 0.0 62.0 13.7 16.0 22.2 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 0.86 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 0.38 0.38 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 27.8 17.3 67.0 10.2 0.0 51.0 54.3 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.3 220.1 0.5 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 23.6 5.2 18.2 7.7 0.0 6.9 10.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 29.0 17.6 287.1 10.7 0.0 52.9 57.3 0.0 LnGrp LOS C B F B D E
Approach Vol, veh/h 3405 2215 789
Approach Delay, s/veh 28.1 77.7 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 64.0 25.2 24.2
Green Ext Time (p_c), s 0.0 0.0 8.0 31.7
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.

Page 3041 of 3079 ends

HCM 7th Signalized Intersection Summary
11: Santucci Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 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 90 640 538 120 90 1178 5 Future Volume (veh/h) 5 330 430 80 450 90 640 538 120 90 1178 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 57 674 566 81 95 1240 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 12 482 214 124 706 314 748 1941 866 173 1350 602 Arrive On Green 0.01 0.14 0.14 0.07 0.20 0.20 0.22 0.55 0.55 0.05 0.38 0.38 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 57 674 566 81 95 1240 5 Grp Sat Flow(s),veh/h/ln1781 1777 1578 1781 1777 1580 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 0.3 8.5 8.1 4.2 11.2 2.7 17.2 7.8 2.2 2.4 30.1 0.2 Cycle Q Clear(g_c), s 0.3 8.5 8.1 4.2 11.2 2.7 17.2 7.8 2.2 2.4 30.1 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 12 482 214 124 706 314 748 1941 866 173 1350 602 V/C Ratio(X) 0.43 0.72 0.69 0.68 0.67 0.18 0.90 0.29 0.09 0.55 0.92 0.01 Avail Cap(c_a), veh/h 98 706 314 354 1216 541 782 1941 866 263 1392 621 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 44.8 37.5 37.3 41.2 33.6 30.2 34.6 11.1 9.8 42.0 26.8 17.5 Incr Delay (d2), s/veh 23.2 2.0 4.0 6.4 1.1 0.3 13.3 0.1 0.0 2.7 9.8 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/ln0.2 3.6 3.2 2.0 4.7 1.0 8.1 2.7 0.7 1.1 13.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.0 39.5 41.3 47.5 34.7 30.5 47.8 11.2 9.9 44.7 36.6 17.5 LnGrp LOS E D D D C C D B A D D B
Approach Vol, veh/h 500 615 1321 1340
Approach Delay, s/veh 40.4 36.1 29.8 37.1
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 54.0 10.8 16.8 24.1 38.9 5.1 22.5 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 6.9 49.1 18.0 18.0 20.5 35.5 5.0 31.0 Max Q Clear Time (g_c+I1), s 4.4 9.8 6.2 10.5 19.2 32.1 2.3 13.2 Green Ext Time (p_c), s 0.0 4.1 0.1 1.5 0.4 2.3 0.0 2.9 Intersection Summary
HCM 7th Control Delay, s/veh 34.8
HCM 7th LOS C

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HCM 7th Signalized Intersection Summary
12: Westbrook Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 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 60 520 575 20 900 80 596 1300 100 Future Volume (veh/h) 80 360 40 60 520 575 20 900 80 596 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 63 547 342 21 947 84 627 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 1238 366 730 2212 665 Arrive On Green 0.09 0.23 0.23 0.08 0.22 0.22 0.03 0.24 0.24 0.21 0.43 0.43 Sat Flow, veh/h 3456 3554 1556 3456 3554 1581 1781 5106 1509 3456 5106 1535 Grp Volume(v), veh/h 84 379 42 63 547 342 21 947 84 627 1368 105 Grp Sat Flow(s),veh/h/ln1728 1777 1556 1728 1777 1581 1781 1702 1509 1728 1702 1535 Q Serve(g_s), s 2.0 8.0 1.9 1.5 12.3 18.7 1.0 15.1 3.9 15.3 18.1 3.6 Cycle Q Clear(g_c), s 2.0 8.0 1.9 1.5 12.3 18.7 1.0 15.1 3.9 15.3 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 1238 366 730 2212 665 V/C Ratio(X) 0.27 0.46 0.12 0.23 0.69 0.97 0.37 0.76 0.23 0.86 0.62 0.16 Avail Cap(c_a), veh/h 823 825 361 823 793 353 530 1238 366 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 33.6 41.4 30.8 26.5 33.2 19.2 15.1 Incr Delay (d2), s/veh 0.2 1.0 0.4 0.2 3.5 40.1 1.5 3.6 0.8 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 10.6 0.4 6.2 1.4 6.2 6.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.3 29.8 26.8 37.8 34.7 73.8 42.9 34.3 27.3 34.4 20.5 15.6 LnGrp LOS D C C D C E D C C C C B
Approach Vol, veh/h 505 952 1052 2100
Approach Delay, s/veh 30.8 48.9 34.0 24.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.5 26.9 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), s 45.0 19.3 20.8 19.5 26.0 39.3 20.8 19.5 Max Q Clear Time (g_c+I1), s 17.3 17.1 3.5 10.0 3.0 20.1 4.0 20.7 Green Ext Time (p_c), s 1.2 1.7 0.1 2.9 0.0 17.2 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 32.3
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 07/24/2026
2040 With Project-PM 10:03 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 1004 30 230 814 370 30 140 170 40 220 70 Future Volume (veh/h) 40 1004 30 230 814 370 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 1057 32 242 857 389 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 119 1246 550 272 1036 467 40 183 190 43 236 75 Arrive On Green 0.07 0.35 0.35 0.15 0.44 0.44 0.12 0.12 0.12 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1569 1781 2374 1071 331 1522 1585 216 1194 381 Grp Volume(v), veh/h 42 1057 32 242 640 606 179 0 97 348 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1569 1781 1777 1667 1854 0 1585 1791 0 0 Q Serve(g_s), s 2.4 29.2 1.4 14.1 33.7 34.2 10.0 0.0 6.1 20.5 0.0 0.0 Cycle Q Clear(g_c), s 2.4 29.2 1.4 14.1 33.7 34.2 10.0 0.0 6.1 20.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.64 0.18 1.00 0.12 0.21
Lane Grp Cap(c), veh/h 119 1246 550 272 775 728 222 0 190 354 0 0 V/C Ratio(X) 0.35 0.85 0.06 0.89 0.83 0.83 0.80 0.00 0.51 0.98 0.00 0.00 Avail Cap(c_a), veh/h 319 1332 588 302 775 728 562 0 481 354 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 47.3 31.9 22.9 44.1 26.4 26.5 45.5 0.0 43.8 42.4 0.0 0.0 Incr Delay (d2), s/veh 0.7 5.5 0.1 23.2 7.8 8.7 2.6 0.0 0.8 42.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 13.2 0.5 7.9 15.4 14.8 4.7 0.0 2.4 13.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.0 37.4 22.9 67.3 34.2 35.2 48.1 0.0 44.6 85.2 0.0 0.0 LnGrp LOS D D C E C D D D F
Approach Vol, veh/h 1131 1488 276 348
Approach Delay, s/veh 37.4 40.0 46.9 85.2
Approach LOS D D D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.0 20.2 42.9 25.0 11.1 52.0
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 12.0 16.1 31.2 22.5 4.4 36.2 Green Ext Time (p_c), s 0.8 0.1 6.0 0.0 0.0 2.2
Intersection Summary
HCM 7th Control Delay, s/veh 44.5
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 07/24/2026
2040 With Project-PM 10:03 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) 120 685 538 1150 971 170 763 1147 870 150 1391 200 Future Volume (veh/h) 120 685 538 1150 971 170 763 1147 870 150 1391 200 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 126 721 311 1211 1022 99 803 1207 504 158 1464 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 237 1276 562 917 1976 881 558 1767 542 186 1218 378 Arrive On Green 0.07 0.36 0.36 0.27 0.56 0.56 0.16 0.35 0.35 0.05 0.24 0.24 Sat Flow, veh/h 3456 3554 1565 3456 3554 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 126 721 311 1211 1022 99 803 1207 504 158 1464 116 Grp Sat Flow(s),veh/h/ln1728 1777 1565 1728 1777 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 4.6 21.2 20.7 34.5 23.3 3.8 21.0 26.3 40.4 5.9 31.0 7.8 Cycle Q Clear(g_c), s 4.6 21.2 20.7 34.5 23.3 3.8 21.0 26.3 40.4 5.9 31.0 7.8 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 237 1276 562 917 1976 881 558 1767 542 186 1218 378 V/C Ratio(X) 0.53 0.57 0.55 1.32 0.52 0.11 1.44 0.68 0.93 0.85 1.20 0.31 Avail Cap(c_a), veh/h 385 1276 562 917 1976 881 558 1767 542 186 1218 378 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) 0.44 0.44 0.44 1.00 1.00 1.00 0.49 0.49 0.49 0.29 0.29 0.29 Uniform Delay (d), s/veh 58.5 33.5 33.3 47.8 18.0 13.7 54.5 36.4 41.0 61.0 49.5 40.7 Incr Delay (d2), s/veh 0.3 0.8 1.7 151.9 1.0 0.3 202.4 0.6 13.7 9.9 93.5 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/ln2.0 9.0 7.9 33.7 9.2 1.4 24.6 10.7 17.0 2.8 23.3 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.8 34.3 35.1 199.6 19.0 13.9 256.9 37.0 54.7 70.9 143.0 40.9 LnGrp LOS E C D F B B F D D E F D
Approach Vol, veh/h 1158 2332 2514 1738
Approach Delay, s/veh 37.2 112.6 110.8 129.7
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 51.4 38.5 53.2 25.0 37.4 12.9 78.8 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 7.0 44.6 34.5 * 24 21.0 * 31 14.5 43.5 Max Q Clear Time (g_c+I1), s 7.9 42.4 36.5 23.2 23.0 33.0 6.6 25.3 Green Ext Time (p_c), s 0.0 2.0 0.0 0.4 0.0 0.0 0.1 9.3 Intersection Summary
HCM 7th Control Delay, s/veh 104.6
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
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/24/2026 2040 With Project-PM 10:03 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) 250 1385 200 340 1861 540 250 560 320 270 1070 280 Future Volume (veh/h) 250 1385 200 340 1861 540 250 560 320 270 1070 280 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 263 1458 0 358 1959 0 263 589 0 284 1126 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 202 1586 1132 3033 288 917 266 1201
Arrive On Green 0.06 0.31 0.00 0.33 0.59 0.00 0.08 0.26 0.00 0.15 0.34 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 263 1458 0 358 1959 0 263 589 0 284 1126 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 7.0 33.1 0.0 9.3 30.3 0.0 9.1 17.7 0.0 17.9 36.8 0.0 Cycle Q Clear(g_c), s 7.0 33.1 0.0 9.3 30.3 0.0 9.1 17.7 0.0 17.9 36.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 202 1586 1132 3033 288 917 266 1201 V/C Ratio(X) 1.30 0.92 0.32 0.65 0.91 0.64 1.07 0.94
Avail Cap(c_a), veh/h 202 1600 1132 3033 288 1036 266 1214 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 56.5 39.9 0.0 30.3 16.1 0.0 54.6 39.6 0.0 51.0 38.5 0.0 Incr Delay (d2), s/veh 168.3 10.1 0.0 0.1 0.6 0.0 30.9 1.6 0.0 74.5 13.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.7 14.7 0.0 3.8 10.7 0.0 5.1 7.8 0.0 13.3 17.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 224.8 50.0 0.0 30.3 16.7 0.0 85.5 41.2 0.0 125.5 52.2 0.0 LnGrp LOS F D C B F D F D
Approach Vol, veh/h 1721 2317 852 1410
Approach Delay, s/veh 76.7 18.8 54.9 67.0
Approach LOS E B D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.6 36.6 45.3 43.0 14.0 46.3 11.0 77.3 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 16.0 * 35 12.0 * 38 10.0 41.0 7.0 42.6 Max Q Clear Time (g_c+I1), s 19.9 19.7 11.3 35.1 11.1 38.8 9.0 32.3 Green Ext Time (p_c), s 0.0 5.0 0.1 2.2 0.0 1.7 0.0 9.3 Intersection Summary
HCM 7th Control Delay, s/veh 50.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
15: Woodcreek Oaks Blvd & Pleasant Grove Blvd 07/24/2026 2040 With Project-PM 10:03 pm 04/15/2025 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 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1875 100 240 2451 170 120
Future Volume (veh/h) 1875 100 240 2451 170 120
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 1974 105 253 2580 179 126
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 3443 183 178 4189 205 182
Arrive On Green 0.69 0.69 0.10 0.82 0.12 0.12
Sat Flow, veh/h 5132 263 1781 5274 1781 1585
Grp Volume(v), veh/h 1352 727 253 2580 179 126
Grp Sat Flow(s),veh/h/ln1702 1823 1781 1702 1781 1585
Q Serve(g_s), s 30.3 30.5 15.0 27.5 14.8 11.5
Cycle Q Clear(g_c), s 30.3 30.5 15.0 27.5 14.8 11.5
Prop In Lane 0.14 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2361 1264 178 4189 205 182
V/C Ratio(X) 0.57 0.58 1.42 0.62 0.87 0.69
Avail Cap(c_a), veh/h 2361 1264 178 4189 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 11.7 11.7 67.5 4.9 65.3 63.8
Incr Delay (d2), s/veh 1.0 1.9 218.7 0.7 4.5 1.7
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln10.7 11.8 17.5 7.1 7.0 4.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.7 13.6 286.2 5.6 69.8 65.6
LnGrp LOS B B F A E E
Approach Vol, veh/h 2079 2833 305
Approach Delay, s/veh 13.0 30.6 68.1
Approach LOS B C E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 21.3 19.0 109.7 128.7
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 16.8 17.0 32.5 29.5
Green Ext Time (p_c), s 0.4 0.0 38.8 64.5
Intersection Summary
HCM 7th Control Delay, s/veh 25.8
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
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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) 280 1505 210 820 1691 140 320 420 710 240 1510 450 Future Volume (veh/h) 280 1505 210 820 1691 140 320 420 710 240 1510 450 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 295 1584 0 863 1780 0 337 442 0 253 1589 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 349 1666 924 2101 286 1005 191 1642
Arrive On Green 0.10 0.33 0.00 0.18 0.41 0.00 0.08 0.28 0.00 0.06 0.26 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 3554 1585 3456 6434 1585 Grp Volume(v), veh/h 295 1584 0 863 1780 0 337 442 0 253 1589 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1777 1585 1728 1609 1585 Q Serve(g_s), s 12.2 43.9 0.0 24.5 45.7 0.0 12.0 14.8 0.0 8.0 35.4 0.0 Cycle Q Clear(g_c), s 12.2 43.9 0.0 24.5 45.7 0.0 12.0 14.8 0.0 8.0 35.4 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 349 1666 924 2101 286 1005 191 1642 V/C Ratio(X) 0.85 0.95 0.93 0.85 1.18 0.44 1.33 0.97
Avail Cap(c_a), veh/h 817 1666 935 2101 286 1005 191 1642 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 64.1 47.7 0.0 58.3 38.6 0.0 66.5 42.6 0.0 68.5 53.4 0.0 Incr Delay (d2), s/veh 2.2 13.1 0.0 15.5 4.5 0.0 110.5 0.4 0.0 178.7 15.3 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/ln5.4 20.1 0.0 11.5 19.2 0.0 9.6 6.5 0.0 8.2 15.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.2 60.8 0.0 73.8 43.0 0.0 177.0 43.0 0.0 247.2 68.7 0.0 LnGrp LOS E E E D F D F E
Approach Vol, veh/h 1879 2643 779 1842
Approach Delay, s/veh 61.6 53.1 101.0 93.2
Approach LOS E D F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.0 47.0 32.7 53.3 16.0 43.0 20.3 65.7 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 8.0 41.0 27.0 * 47 12.0 37.0 34.3 40.0 Max Q Clear Time (g_c+I1), s 10.0 16.8 26.5 45.9 14.0 37.4 14.2 47.7 Green Ext Time (p_c), s 0.0 4.0 0.1 1.2 0.0 0.0 0.5 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 70.9
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.

Page 3049 of 3079 ends

HCM 7th Signalized Intersection Summary
17: Foothill Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

Page 20 ends

User approved changes to right turn type.

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

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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) 200 1675 230 460 2141 70 280 510 320 170 1310 240 Future Volume (veh/h) 200 1675 230 460 2141 70 280 510 320 170 1310 240 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 0.99 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 211 1763 133 484 2254 0 295 537 0 179 1379 109 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 161 1678 512 1432 3613 230 1262 225 1208 533 Arrive On Green 0.05 0.33 0.33 0.41 0.71 0.00 0.07 0.36 0.00 0.06 0.34 0.34 Sat Flow, veh/h 3456 5106 1558 3456 5106 1585 3456 3554 1585 3456 3554 1568 Grp Volume(v), veh/h 211 1763 133 484 2254 0 295 537 0 179 1379 109 Grp Sat Flow(s),veh/h/ln1728 1702 1558 1728 1702 1585 1728 1777 1585 1728 1777 1568 Q Serve(g_s), s 7.0 49.3 9.4 14.3 34.7 0.0 10.0 17.2 0.0 7.7 51.0 9.5 Cycle Q Clear(g_c), s 7.0 49.3 9.4 14.3 34.7 0.0 10.0 17.2 0.0 7.7 51.0 9.5 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 161 1678 512 1432 3613 230 1262 225 1208 533 V/C Ratio(X) 1.31 1.05 0.26 0.34 0.62 1.28 0.43 0.80 1.14 0.20 Avail Cap(c_a), veh/h 161 1678 512 1432 3613 230 1262 299 1208 533 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 71.5 50.3 37.0 29.9 11.5 0.0 70.0 36.8 0.0 69.2 49.5 58.5 Incr Delay (d2), s/veh 176.1 36.6 1.2 0.1 0.8 0.0 155.2 0.6 0.0 7.6 73.9 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/ln7.0 26.0 3.7 5.9 11.9 0.0 9.3 7.5 0.0 3.6 34.3 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 247.6 86.9 38.2 30.0 12.3 0.0 225.2 37.3 0.0 76.7 123.4 59.4 LnGrp LOS F F D C B F D E F E
Approach Vol, veh/h 2107 2738 832 1667
Approach Delay, s/veh 100.0 15.4 103.9 114.2
Approach LOS F B F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.7 59.0 68.4 55.0 15.7 57.0 11.0 112.4 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 13.0 48.3 18.0 49.3 10.0 * 51 7.0 62.0 Max Q Clear Time (g_c+I1), s 9.7 19.2 16.3 51.3 12.0 53.0 9.0 36.7 Green Ext Time (p_c), s 0.1 7.2 0.2 0.0 0.0 0.0 0.0 21.9 Intersection Summary
HCM 7th Control Delay, s/veh 72.1
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
18: Washington Blvd & Pleasant Grove Blvd 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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 07/24/2026 2040 With Project-PM 10:03 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 2085 20 90 2331 100 350 80 30 70 30 20 Future Volume (veh/h) 20 2085 20 90 2331 100 350 80 30 70 30 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 2195 0 95 2454 0 368 84 0 74 32 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 48 2837 230 3415 238 239 93 87
Arrive On Green 0.03 0.56 0.00 0.13 0.67 0.00 0.13 0.13 0.00 0.05 0.05 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 21 2195 0 95 2454 0 368 84 0 74 32 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.7 50.3 0.0 7.4 46.0 0.0 20.0 6.2 0.0 6.2 2.5 0.0 Cycle Q Clear(g_c), s 1.7 50.3 0.0 7.4 46.0 0.0 20.0 6.2 0.0 6.2 2.5 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 48 2837 230 3415 238 239 93 87
V/C Ratio(X) 0.43 0.77 0.41 0.72 1.55 0.35 0.79 0.37
Avail Cap(c_a), veh/h 297 3033 230 3415 238 239 238 176 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 71.8 26.0 0.0 60.1 15.8 0.0 65.0 59.7 0.0 70.3 69.4 0.0 Incr Delay (d2), s/veh 2.3 2.1 0.0 0.4 1.3 0.0 267.0 0.7 0.0 5.7 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 19.8 0.0 3.3 16.5 0.0 26.7 3.0 0.0 3.0 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.1 28.1 0.0 60.5 17.2 0.0 332.0 60.4 0.0 75.9 72.0 0.0 LnGrp LOS E C E B F E E E
Approach Vol, veh/h 2216 2549 452 106
Approach Delay, s/veh 28.5 18.8 281.6 74.8
Approach LOS C B F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 24.1 25.1 89.0 24.0 11.9 8.1 106.0 Change Period (Y+Rc), s 4.0 * 4.9 5.7 * 5.7 4.0 4.9 4.0 5.7 Max Green Setting (Gmax), s 20.0 * 15 8.2 * 89 20.0 14.1 25.0 72.3 Max Q Clear Time (g_c+I1), s 8.2 8.2 9.4 52.3 22.0 4.5 3.7 48.0 Green Ext Time (p_c), s 0.1 0.1 0.0 31.1 0.0 0.0 0.0 22.7 Intersection Summary
HCM 7th Control Delay, s/veh 46.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
19: Hallissy Dr/Gold Coast Dr & Pleasant Grove Blvd 07/24/2026 2040 With Project-PM 10:03 pm 04/15/2025 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 3054 of 3079 ends

HCM 7th Signalized Intersection Summary
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2040 With Project-PM 10:03 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) 390 960 30 1117 1170 820 40 1308 787 730 1524 280 Future Volume (veh/h) 390 960 30 1117 1170 820 40 1308 787 730 1524 280 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 411 1011 0 1176 1232 0 42 1377 0 768 1604 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 460 1204 1005 1580 156 1162 572 1813
Arrive On Green 0.13 0.24 0.00 0.20 0.31 0.00 0.05 0.23 0.00 0.17 0.35 0.00 Sat Flow, veh/h 3456 5106 1585 5023 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 411 1011 0 1176 1232 0 42 1377 0 768 1604 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1674 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 17.0 27.4 0.0 29.0 31.8 0.0 1.7 33.0 0.0 24.0 42.8 0.0 Cycle Q Clear(g_c), s 17.0 27.4 0.0 29.0 31.8 0.0 1.7 33.0 0.0 24.0 42.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 460 1204 1005 1580 156 1162 572 1813 V/C Ratio(X) 0.89 0.84 1.17 0.78 0.27 1.18 1.34 0.88
Avail Cap(c_a), veh/h 548 1303 1005 1580 191 1162 572 1813 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 0.26 0.26 0.00 Uniform Delay (d), s/veh 61.8 52.8 0.0 58.0 45.6 0.0 66.9 56.0 0.0 60.5 44.0 0.0 Incr Delay (d2), s/veh 13.7 5.1 0.0 87.5 3.9 0.0 0.3 92.2 0.0 157.4 1.6 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/ln8.2 12.0 0.0 20.1 13.7 0.0 0.7 23.7 0.0 22.8 17.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.5 57.9 0.0 145.5 49.4 0.0 67.3 148.2 0.0 217.9 45.6 0.0 LnGrp LOS E E F D E F F D
Approach Vol, veh/h 1422 2408 1419 2372
Approach Delay, s/veh 63.0 96.4 145.8 101.4
Approach LOS E F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s29.0 39.0 34.0 40.2 10.5 57.5 23.3 50.9 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 4.0 * 6 4.0 * 6 Max Green Setting (Gmax), s 24.0 33.0 29.0 37.0 8.0 * 50 23.0 * 44 Max Q Clear Time (g_c+I1), s 26.0 35.0 31.0 29.4 3.7 44.8 19.0 33.8 Green Ext Time (p_c), s 0.0 0.0 0.0 4.6 0.0 4.8 0.3 7.3 Intersection Summary
HCM 7th Control Delay, s/veh 100.9
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
20: Pleasant Grove Blvd & Roseville Pkwy 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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 07/24/2026 2040 With Project-PM 10:03 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) 630 5 360 150 30 360 370 1948 20 180 2014 280 Future Volume (veh/h) 630 5 360 150 30 360 370 1948 20 180 2014 280 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 663 5 271 158 32 341 389 2051 21 189 2120 255 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 645 349 294 530 287 242 442 2681 27 433 2115 656 Arrive On Green 0.19 0.19 0.19 0.15 0.15 0.15 0.13 0.41 0.41 0.13 0.41 0.41 Sat Flow, veh/h 3456 1870 1577 3456 1870 1576 3456 6615 68 3456 5106 1583 Grp Volume(v), veh/h 663 5 271 158 32 341 389 1496 576 189 2120 255 Grp Sat Flow(s),veh/h/ln1728 1870 1577 1728 1870 1576 1728 1609 1857 1728 1702 1583 Q Serve(g_s), s 28.0 0.3 25.3 6.1 2.2 23.0 16.6 40.1 40.1 7.6 62.1 16.9 Cycle Q Clear(g_c), s 28.0 0.3 25.3 6.1 2.2 23.0 16.6 40.1 40.1 7.6 62.1 16.9 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 645 349 294 530 287 242 442 1956 753 433 2115 656 V/C Ratio(X) 1.03 0.01 0.92 0.30 0.11 1.41 0.88 0.77 0.77 0.44 1.00 0.39 Avail Cap(c_a), veh/h 645 349 294 530 287 242 645 2004 771 433 2115 656 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 0.25 0.25 0.25 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.0 49.7 59.9 56.3 54.7 63.5 64.3 38.5 38.5 60.7 43.9 30.7 Incr Delay (d2), s/veh 42.7 0.0 31.9 0.1 0.1 207.9 2.0 0.7 1.9 0.3 20.1 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln16.1 0.2 12.7 2.7 1.1 23.2 7.5 16.0 18.7 3.3 29.0 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 103.7 49.8 91.8 56.5 54.8 271.4 66.3 39.2 40.4 60.9 64.0 32.4 LnGrp LOS F D F E D F E D D E E C
Approach Vol, veh/h 939 531 2461 2564
Approach Delay, s/veh 100.0 194.4 43.7 60.7
Approach LOS F F D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s24.5 66.5 32.0 23.2 67.8 27.0
Change Period (Y+Rc), s 5.7 5.7 4.0 4.0 5.7 4.0
Max Green Setting (Gmax), s 17.3 62.3 28.0 28.0 53.3 23.0 Max Q Clear Time (g_c+I1), s 9.6 42.1 30.0 18.6 64.1 25.0 Green Ext Time (p_c), s 0.2 18.7 0.0 0.6 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 70.9
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
22: Pleasant Grove Blvd & SR 65 SB Ramps 07/24/2026
2040 With Project-PM 10:03 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) 140 0 580 0 0 0 0 1938 1060 0 2094 580 Future Volume (veh/h) 140 0 580 0 0 0 0 1938 1060 0 2094 580 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 98 0 664 0 2040 1116 0 2204 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 288 0 769 0 3812 1157 0 3812
Arrive On Green 0.16 0.00 0.16 0.00 0.75 0.75 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 4755 0 5274 1549 0 5274 1585
Grp Volume(v), veh/h 98 0 664 0 2040 1116 0 2204 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1549 0 1702 1585 Q Serve(g_s), s 5.9 0.0 16.3 0.0 20.2 78.3 0.0 0.0 0.0
Cycle Q Clear(g_c), s 5.9 0.0 16.3 0.0 20.2 78.3 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 288 0 769 0 3812 1157 0 3812
V/C Ratio(X) 0.34 0.00 0.86 0.00 0.54 0.96 0.00 0.58
Avail Cap(c_a), veh/h 352 0 939 0 3812 1157 0 3812
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 0.73 0.00 Uniform Delay (d), s/veh 44.6 0.0 49.0 0.0 6.4 13.8 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 6.2 0.0 0.5 19.2 0.0 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 0.0 6.9 0.0 6.5 28.4 0.0 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.9 0.0 55.2 0.0 7.0 33.0 0.0 0.5 0.0 LnGrp LOS D E A C A
Approach Vol, veh/h 762 3156 2204
Approach Delay, s/veh 53.9 16.2 0.5
Approach LOS D B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.3 24.7 95.3
Change Period (Y+Rc), s 5.7 5.3 5.7
Max Green Setting (Gmax), s 85.3 23.7 85.3
Max Q Clear Time (g_c+I1), s 80.3 18.3 2.0
Green Ext Time (p_c), s 4.9 1.1 50.3
Intersection Summary
HCM 7th Control Delay, s/veh 15.2
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.

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HCM 7th Signalized Intersection Summary
23: Pleasant Grove Blvd & SR 65 NB Ramps 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

Page 29 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 800 1210 1588 560 250 1874
Future Volume (veh/h) 800 1210 1588 560 250 1874
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 842 1274 1672 0 263 1973
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 1662 1380 1857 292 2864
Arrive On Green 0.33 0.33 0.36 0.00 0.16 0.56
Sat Flow, veh/h 5023 2790 5274 1585 1781 5274
Grp Volume(v), veh/h 842 1274 1672 0 263 1973
Grp Sat Flow(s),veh/h/ln1674 1395 1702 1585 1781 1702
Q Serve(g_s), s 16.2 39.7 37.2 0.0 17.4 33.2
Cycle Q Clear(g_c), s 16.2 39.7 37.2 0.0 17.4 33.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1662 1380 1857 292 2864
V/C Ratio(X) 0.51 0.92 0.90 0.90 0.69
Avail Cap(c_a), veh/h 1662 1380 1857 475 2864
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.83 0.00 1.00 1.00
Uniform Delay (d), s/veh 32.3 28.2 36.1 0.0 49.2 18.9
Incr Delay (d2), s/veh 0.1 10.4 6.4 0.0 8.5 1.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.6 18.3 16.3 0.0 8.2 12.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.4 38.6 42.5 0.0 57.7 20.2
LnGrp LOS C D D E C
Approach Vol, veh/h 2116 1672 2236
Approach Delay, s/veh 36.1 42.5 24.6
Approach LOS D D C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s23.7 49.3 73.0 47.0
Change Period (Y+Rc), s 4.0 5.7 5.7 7.3
Max Green Setting (Gmax), s 32.0 31.3 67.3 39.7
Max Q Clear Time (g_c+I1), s 19.4 39.2 35.2 41.7
Green Ext Time (p_c), s 0.3 0.0 24.9 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 33.6
HCM 7th LOS C
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
2040 With Project-PM 10:03 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) 610 1490 110 340 1680 104 110 1074 350 94 1144 610 Future Volume (veh/h) 610 1490 110 340 1680 104 110 1074 350 94 1144 610 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 642 1568 57 358 1768 51 116 1131 141 99 1204 415 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 585 1923 597 409 1663 516 183 1406 437 181 1403 435 Arrive On Green 0.17 0.38 0.38 0.12 0.33 0.33 0.05 0.28 0.28 0.05 0.27 0.27 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 642 1568 57 358 1768 51 116 1131 141 99 1204 415 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 22.0 35.9 3.0 13.2 42.3 2.9 4.3 26.8 9.2 3.6 29.1 33.4 Cycle Q Clear(g_c), s 22.0 35.9 3.0 13.2 42.3 2.9 4.3 26.8 9.2 3.6 29.1 33.4 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 585 1923 597 409 1663 516 183 1406 437 181 1403 435 V/C Ratio(X) 1.10 0.82 0.10 0.87 1.06 0.10 0.63 0.80 0.32 0.55 0.86 0.95 Avail Cap(c_a), veh/h 585 1923 597 452 1663 516 186 1406 437 186 1404 436 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 36.4 26.2 56.3 43.8 30.5 60.2 43.8 37.4 60.0 44.7 46.3 Incr Delay (d2), s/veh 66.4 3.4 0.2 15.0 41.0 0.2 5.0 4.7 1.6 1.6 5.8 31.6 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/ln14.7 14.9 1.1 6.5 23.4 1.1 2.0 11.5 3.7 1.6 13.0 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 120.3 39.8 26.4 71.3 84.8 30.7 65.3 48.5 39.1 61.7 50.5 77.8 LnGrp LOS F D C E F C E D D E D E
Approach Vol, veh/h 2267 2177 1388 1718
Approach Delay, s/veh 62.2 81.3 48.9 57.7
Approach LOS E F D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 42.1 20.4 55.6 11.9 42.0 27.0 49.0 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 7.0 35.7 17.0 47.3 7.0 35.7 22.0 42.3 Max Q Clear Time (g_c+I1), s 5.6 28.8 15.2 37.9 6.3 35.4 24.0 44.3 Green Ext Time (p_c), s 0.0 5.9 0.1 8.4 0.0 0.3 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 64.3
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
25: Westbrook Blvd & Baseline Rd 07/24/2026
2040 With Project-PM 10:03 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) 530 1064 40 560 1204 260 30 680 300 230 670 460 Future Volume (veh/h) 530 1064 40 560 1204 260 30 680 300 230 670 460 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 558 1120 16 589 1267 172 32 716 83 242 705 163 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 629 1576 489 666 1606 499 92 1040 323 242 1287 400 Arrive On Green 0.18 0.31 0.31 0.19 0.31 0.31 0.03 0.20 0.20 0.07 0.25 0.25 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 558 1120 16 589 1267 172 32 716 83 242 705 163 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 15.8 19.4 0.7 16.6 22.6 8.3 0.9 13.0 4.4 7.0 12.0 8.6 Cycle Q Clear(g_c), s 15.8 19.4 0.7 16.6 22.6 8.3 0.9 13.0 4.4 7.0 12.0 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 629 1576 489 666 1606 499 92 1040 323 242 1287 400 V/C Ratio(X) 0.89 0.71 0.03 0.88 0.79 0.34 0.35 0.69 0.26 1.00 0.55 0.41 Avail Cap(c_a), veh/h 725 1684 523 743 1684 523 259 1863 578 242 1838 570 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 30.6 24.1 39.3 31.3 26.4 47.8 36.9 33.5 46.5 32.5 31.2 Incr Delay (d2), s/veh 10.7 1.8 0.1 11.4 3.0 0.9 2.3 0.8 0.4 58.1 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.3 7.7 0.3 7.7 9.1 3.1 0.4 5.4 1.7 4.9 4.9 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.7 32.4 24.2 50.7 34.2 27.2 50.1 37.7 33.9 104.6 32.6 31.4 LnGrp LOS D C C D C C D D C F C C
Approach Vol, veh/h 1694 2028 831 1110
Approach Delay, s/veh 38.3 38.4 37.8 48.1
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.0 25.4 23.8 38.9 7.2 30.2 23.2 39.5 Change Period (Y+Rc), s 5.0 * 5 4.5 8.0 4.5 5.0 5.0 8.0 Max Green Setting (Gmax), s 7.0 * 37 21.5 33.0 7.5 36.0 21.0 33.0 Max Q Clear Time (g_c+I1), s 9.0 15.0 18.6 21.4 2.9 14.0 17.8 24.6 Green Ext Time (p_c), s 0.0 5.4 0.7 8.0 0.0 3.7 0.4 6.8 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. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Summary
26: Market St/Stargazer Dr & Baseline Rd 07/24/2026
2040 With Project-PM 10:03 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) 60 1444 230 20 1904 150 170 100 20 70 70 20 Future Volume (veh/h) 60 1444 230 20 1904 150 170 100 20 70 70 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 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 63 1520 242 21 2004 158 179 105 21 74 74 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 84 2638 816 42 2516 778 219 334 281 95 204 171 Arrive On Green 0.05 0.52 0.52 0.02 0.49 0.49 0.12 0.18 0.18 0.05 0.11 0.11 Sat Flow, veh/h 1781 5106 1579 1781 5106 1579 1781 1870 1577 1781 1870 1572 Grp Volume(v), veh/h 63 1520 242 21 2004 158 179 105 21 74 74 21 Grp Sat Flow(s),veh/h/ln1781 1702 1579 1781 1702 1579 1781 1870 1577 1781 1870 1572 Q Serve(g_s), s 2.8 16.4 7.0 0.9 26.2 4.5 7.9 3.9 0.9 3.3 2.9 1.0 Cycle Q Clear(g_c), s 2.8 16.4 7.0 0.9 26.2 4.5 7.9 3.9 0.9 3.3 2.9 1.0 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 84 2638 816 42 2516 778 219 334 281 95 204 171 V/C Ratio(X) 0.75 0.58 0.30 0.51 0.80 0.20 0.82 0.31 0.07 0.78 0.36 0.12 Avail Cap(c_a), veh/h 111 2638 816 111 2569 794 422 1097 925 111 756 636 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 37.7 13.3 11.1 38.7 17.0 11.4 34.3 28.6 27.4 37.5 33.1 32.2 Incr Delay (d2), s/veh 11.9 0.5 0.4 3.5 2.0 0.2 2.9 1.1 0.2 21.3 1.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 5.3 2.1 0.4 9.0 1.4 3.5 1.8 0.3 2.0 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.6 13.8 11.4 42.2 19.0 11.7 37.2 29.8 27.6 58.7 34.5 32.6 LnGrp LOS D B B D B B D C C E C C
Approach Vol, veh/h 1825 2183 305 169
Approach Delay, s/veh 14.7 18.7 34.0 44.9
Approach LOS B B C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 18.9 5.9 47.1 13.8 13.3 7.8 45.2 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 5.0 * 47 5.0 40.3 19.0 32.4 5.0 40.3 Max Q Clear Time (g_c+I1), s 5.3 5.9 2.9 18.4 9.9 4.9 4.8 28.2 Green Ext Time (p_c), s 0.0 1.3 0.0 17.2 0.2 0.5 0.0 11.2 Intersection Summary
HCM 7th Control Delay, s/veh 19.1
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Page 3062 of 3079 ends

HCM 7th Signalized Intersection Summary
27: Fiddyment Rd & Baseline Rd 07/24/2026
2040 With Project-PM 10:03 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) 700 1107 317 350 1377 300 177 940 570 380 1450 700 Future Volume (veh/h) 700 1107 317 350 1377 300 177 940 570 380 1450 700 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 737 1165 334 368 1449 145 186 989 414 400 1526 496 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 786 1655 514 422 1117 347 239 1388 431 460 1715 886 Arrive On Green 0.23 0.32 0.32 0.12 0.22 0.22 0.07 0.27 0.27 0.13 0.34 0.34 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1585 3456 5106 1565 Grp Volume(v), veh/h 737 1165 334 368 1449 145 186 989 414 400 1526 496 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1585 1728 1702 1565 Q Serve(g_s), s 28.7 27.4 24.7 14.3 30.0 10.8 7.3 24.0 35.3 15.6 38.8 27.8 Cycle Q Clear(g_c), s 28.7 27.4 24.7 14.3 30.0 10.8 7.3 24.0 35.3 15.6 38.8 27.8 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 786 1655 514 422 1117 347 239 1388 431 460 1715 886 V/C Ratio(X) 0.94 0.70 0.65 0.87 1.30 0.42 0.78 0.71 0.96 0.87 0.89 0.56 Avail Cap(c_a), veh/h 832 1655 514 580 1117 347 504 1388 431 983 1735 892 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 52.0 40.6 39.7 59.1 53.6 46.1 62.8 45.1 49.2 58.3 43.1 19.1 Incr Delay (d2), s/veh 17.0 1.7 3.7 8.3 140.4 1.6 2.1 2.0 33.4 2.0 6.3 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln14.0 11.4 9.9 6.6 27.0 4.3 3.2 10.1 17.5 6.8 16.8 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.0 42.2 43.4 67.4 193.9 47.6 64.9 47.0 82.6 60.3 49.5 20.2 LnGrp LOS E D D E F D E D F E D C
Approach Vol, veh/h 2236 1962 1589 2422
Approach Delay, s/veh 51.2 159.4 58.4 45.3
Approach LOS D F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s22.2 43.7 20.8 50.4 13.5 52.5 35.2 36.0 Change Period (Y+Rc), s 4.0 6.4 4.0 6.0 4.0 6.4 4.0 6.0 Max Green Setting (Gmax), s 39.0 27.6 23.0 40.0 20.0 46.6 33.0 30.0 Max Q Clear Time (g_c+I1), s 17.6 37.3 16.3 29.4 9.3 40.8 30.7 32.0 Green Ext Time (p_c), s 0.7 0.0 0.4 8.2 0.2 5.2 0.5 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 76.7
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 07/24/2026 2040 With Project-PM 10:03 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) 350 1067 90 50 1287 220 190 60 50 200 490 60 Future Volume (veh/h) 350 1067 90 50 1287 220 190 60 50 200 490 60 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 368 1123 95 53 1355 0 200 63 7 211 516 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 242 1339 596 68 991 218 69 313 153 374
Arrive On Green 0.14 0.38 0.38 0.04 0.28 0.00 0.16 0.16 0.16 0.29 0.29 0.00 Sat Flow, veh/h 1781 3554 1583 1781 3554 1585 1370 432 1585 535 1309 1585 Grp Volume(v), veh/h 368 1123 95 53 1355 0 263 0 7 727 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 1583 1781 1777 1585 1802 0 1585 1844 0 1585 Q Serve(g_s), s 20.0 42.3 5.8 4.3 41.0 0.0 21.1 0.0 0.5 42.0 0.0 0.0 Cycle Q Clear(g_c), s 20.0 42.3 5.8 4.3 41.0 0.0 21.1 0.0 0.5 42.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.76 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 242 1339 596 68 991 287 0 313 527 0 V/C Ratio(X) 1.52 0.84 0.16 0.78 1.37 0.92 0.00 0.02 1.38 0.00 Avail Cap(c_a), veh/h 242 1339 596 87 991 324 0 345 527 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 63.5 41.7 30.4 70.1 53.0 0.0 60.8 0.0 47.6 52.5 0.0 0.0 Incr Delay (d2), s/veh 253.4 5.3 0.2 21.4 171.7 0.0 26.5 0.0 0.0 182.7 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/ln25.9 19.0 2.3 2.4 41.4 0.0 11.6 0.0 0.2 46.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 316.9 47.0 30.6 91.5 224.8 0.0 87.3 0.0 47.6 235.3 0.0 0.0 LnGrp LOS F D C F F F D F
Approach Vol, veh/h 1586 1408 270 727
Approach Delay, s/veh 108.7 219.7 86.3 235.3
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 9.6 61.4 48.0 24.0 47.0
Change Period (Y+Rc), s 4.6 4.0 6.0 6.0 4.0 6.0
Max Green Setting (Gmax), s 26.4 7.2 53.8 42.0 20.0 41.0 Max Q Clear Time (g_c+I1), s 23.1 6.3 44.3 44.0 22.0 43.0 Green Ext Time (p_c), s 0.3 0.0 6.9 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 169.4
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 07/24/2026
2040 With Project-PM 10:03 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) 230 417 460 70 557 110 680 1330 70 150 2070 230 Future Volume (veh/h) 230 417 460 70 557 110 680 1330 70 150 2070 230 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 439 298 74 586 65 716 1400 31 158 2179 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 253 835 372 83 740 326 553 2687 822 203 2170 Arrive On Green 0.07 0.24 0.24 0.05 0.21 0.21 0.16 0.53 0.53 0.06 0.42 0.00 Sat Flow, veh/h 3456 3554 1585 1781 3554 1564 3456 5106 1562 3456 5106 1585 Grp Volume(v), veh/h 242 439 298 74 586 65 716 1400 31 158 2179 0 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1781 1777 1564 1728 1702 1562 1728 1702 1585 Q Serve(g_s), s 10.5 16.2 26.6 6.2 23.4 5.1 24.0 26.8 1.4 6.8 63.7 0.0 Cycle Q Clear(g_c), s 10.5 16.2 26.6 6.2 23.4 5.1 24.0 26.8 1.4 6.8 63.7 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 253 835 372 83 740 326 553 2687 822 203 2170 V/C Ratio(X) 0.95 0.53 0.80 0.89 0.79 0.20 1.29 0.52 0.04 0.78 1.00 Avail Cap(c_a), veh/h 253 1019 454 83 941 414 553 2687 822 276 2170 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 69.3 50.1 54.1 71.1 56.3 49.0 63.0 23.2 17.2 69.6 43.1 0.0 Incr Delay (d2), s/veh 43.7 0.9 9.9 62.1 5.2 0.6 145.7 0.7 0.1 6.2 20.3 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/ln6.1 7.2 11.6 4.3 11.0 2.1 21.5 10.6 0.5 3.1 29.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 113.0 51.0 63.9 133.2 61.5 49.7 208.7 23.9 17.3 75.8 63.4 0.0 LnGrp LOS F D E F E D F C B E E
Approach Vol, veh/h 979 725 2147 2337
Approach Delay, s/veh 70.2 67.7 85.5 64.3
Approach LOS E E F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.8 84.9 11.0 41.3 28.0 69.7 15.0 37.3 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 12.0 68.0 7.0 43.0 24.0 56.0 11.0 * 40 Max Q Clear Time (g_c+I1), s 8.8 28.8 8.2 28.6 26.0 65.7 12.5 25.4 Green Ext Time (p_c), s 0.1 14.7 0.0 5.1 0.0 0.0 0.0 5.8 Intersection Summary
HCM 7th Control Delay, s/veh 73.0
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 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 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) 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 85 50 100 1355 2016 196
Future Volume (veh/h) 85 50 100 1355 2016 196
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 89 53 105 1426 2122 206
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 151 135 135 3772 2934 887
Arrive On Green 0.08 0.08 0.08 0.74 0.57 0.57
Sat Flow, veh/h 1781 1585 1781 5274 5274 1544
Grp Volume(v), veh/h 89 53 105 1426 2122 206
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1544
Q Serve(g_s), s 2.5 1.6 3.0 5.2 15.4 3.3
Cycle Q Clear(g_c), s 2.5 1.6 3.0 5.2 15.4 3.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 151 135 135 3772 2934 887
V/C Ratio(X) 0.59 0.39 0.78 0.38 0.72 0.23
Avail Cap(c_a), veh/h 629 559 227 4304 3203 968
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.5 22.1 23.1 2.4 7.9 5.3
Incr Delay (d2), s/veh 3.6 1.9 9.2 0.1 0.8 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.1 0.1 1.4 0.3 3.5 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.1 24.0 32.3 2.5 8.6 5.5
LnGrp LOS C C C A A A
Approach Vol, veh/h 142 1531 2328
Approach Delay, s/veh 25.3 4.5 8.4
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 42.2 8.8 8.4 33.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.0 18.0 6.5 32.0
Max Q Clear Time (g_c+I1), s 7.2 4.5 5.0 17.4
Green Ext Time (p_c), s 12.9 0.3 0.0 11.9
Intersection Summary
HCM 7th Control Delay, s/veh 7.5
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
31: Westbrook Blvd & Brookstone Dr (South) 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 20 20 40 1435 2006 60
Future Volume (veh/h) 20 20 40 1435 2006 60
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 21 21 42 1511 2112 63
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 82 73 82 3806 3039 911
Arrive On Green 0.05 0.05 0.05 0.75 0.60 0.60
Sat Flow, veh/h 1781 1585 1781 5274 5274 1530
Grp Volume(v), veh/h 21 21 42 1511 2112 63
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1702 1702 1530
Q Serve(g_s), s 0.5 0.6 1.0 4.6 12.3 0.7
Cycle Q Clear(g_c), s 0.5 0.6 1.0 4.6 12.3 0.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 82 73 82 3806 3039 911
V/C Ratio(X) 0.26 0.29 0.51 0.40 0.69 0.07
Avail Cap(c_a), veh/h 744 662 207 4501 3376 1012
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 19.9 19.9 20.1 2.0 6.0 3.7
Incr Delay (d2), s/veh 1.6 2.2 4.9 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/ln0.2 0.0 0.5 0.0 2.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.5 22.0 25.0 2.1 6.6 3.7
LnGrp LOS C C C A A A
Approach Vol, veh/h 42 1553 2175
Approach Delay, s/veh 21.8 2.7 6.5
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.6 6.5 6.5 30.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.0 18.0 5.0 28.5
Max Q Clear Time (g_c+I1), s 6.6 2.6 3.0 14.3
Green Ext Time (p_c), s 13.3 0.1 0.0 11.3
Intersection Summary
HCM 7th Control Delay, s/veh 5.1
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
32: Fiddyment Rd & Parkland Wy/Angus Rd 07/24/2026
2040 With Project-PM 10:03 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 30 5 40 60 130 5 1188 60 220 1824 120 Future Volume (veh/h) 50 30 5 40 60 130 5 1188 60 220 1824 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 32 5 42 63 137 5 1251 63 232 1920 126 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 166 175 148 206 217 183 19 1472 656 274 1981 884 Arrive On Green 0.09 0.09 0.09 0.12 0.12 0.12 0.01 0.41 0.41 0.15 0.56 0.56 Sat Flow, veh/h 1781 1870 1581 1781 1870 1581 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 53 32 5 42 63 137 5 1251 63 232 1920 126 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1581 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 2.4 1.3 0.2 1.8 2.6 7.1 0.2 27.0 2.1 10.7 44.1 3.2 Cycle Q Clear(g_c), s 2.4 1.3 0.2 1.8 2.6 7.1 0.2 27.0 2.1 10.7 44.1 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 166 175 148 206 217 183 19 1472 656 274 1981 884 V/C Ratio(X) 0.32 0.18 0.03 0.20 0.29 0.75 0.27 0.85 0.10 0.85 0.97 0.14 Avail Cap(c_a), veh/h 420 441 373 420 441 373 420 1676 747 420 1981 884 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 35.5 35.0 34.0 34.3 36.3 41.6 22.5 15.2 34.9 18.1 9.0 Incr Delay (d2), s/veh 1.1 0.5 0.1 0.5 0.7 6.0 7.4 4.0 0.1 9.5 13.7 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/ln1.1 0.6 0.1 0.8 1.2 3.0 0.1 10.7 0.7 5.1 18.1 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.0 36.0 35.1 34.4 35.0 42.3 49.1 26.4 15.2 44.4 31.8 9.1 LnGrp LOS D D D C D D D C B D C A
Approach Vol, veh/h 90 242 1319 2278
Approach Delay, s/veh 36.5 39.0 26.0 31.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.1 41.1 11.9 4.9 53.3 14.7
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 12.7 29.0 4.4 2.2 46.1 9.1 Green Ext Time (p_c), s 0.4 6.1 0.2 0.0 0.0 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 30.4
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
33: Fiddyment Rd & N Hayden Pkwy 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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The volume of the right movement cannot be less than the right turn on red volume. Volume = 107, RTOR = 120

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HCM 7th Signalized Intersection Summary
34: Fiddyment Rd & Crawford Pkwy/Old Coach Dr 07/24/2026 2040 With Project-PM 10:03 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 5 110 5 5 10 180 1580 50 20 1461 160 Future Volume (veh/h) 80 5 110 5 5 10 180 1580 50 20 1461 160 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 84 5 116 5 5 11 189 1663 53 21 1538 168 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 159 9 148 44 44 75 220 2283 1016 55 1953 869 Arrive On Green 0.09 0.09 0.09 0.05 0.05 0.05 0.12 0.64 0.64 0.03 0.55 0.55 Sat Flow, veh/h 1686 100 1570 912 912 1567 1781 3554 1581 1781 3554 1581 Grp Volume(v), veh/h 89 0 116 10 0 11 189 1663 53 21 1538 168 Grp Sat Flow(s),veh/h/ln1786 0 1570 1825 0 1567 1781 1777 1581 1781 1777 1581 Q Serve(g_s), s 4.9 0.0 7.4 0.5 0.0 0.7 10.7 32.3 1.3 1.2 35.3 5.5 Cycle Q Clear(g_c), s 4.9 0.0 7.4 0.5 0.0 0.7 10.7 32.3 1.3 1.2 35.3 5.5 Prop In Lane 0.94 1.00 0.50 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 0 148 88 0 75 220 2283 1016 55 1953 869 V/C Ratio(X) 0.53 0.00 0.78 0.11 0.00 0.15 0.86 0.73 0.05 0.38 0.79 0.19 Avail Cap(c_a), veh/h 313 0 275 622 0 534 278 2445 1088 130 2151 957 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 44.3 0.0 45.4 46.7 0.0 46.8 44.1 12.3 6.8 48.8 18.4 11.6 Incr Delay (d2), s/veh 1.0 0.0 3.4 0.2 0.0 0.3 16.2 1.3 0.0 1.6 2.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 3.0 0.3 0.0 0.3 5.5 10.8 0.4 0.5 13.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.2 0.0 48.8 46.9 0.0 47.1 60.3 13.6 6.8 50.4 20.6 11.8 LnGrp LOS D D D D E B A D C B
Approach Vol, veh/h 205 21 1905 1727
Approach Delay, s/veh 47.3 47.0 18.1 20.1
Approach LOS D D B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.2 71.9 14.6 16.7 62.4 8.9
Change Period (Y+Rc), s 4.0 6.0 4.9 4.0 6.0 4.0
Max Green Setting (Gmax), s 7.5 70.6 18.0 16.0 62.1 35.0 Max Q Clear Time (g_c+I1), s 3.2 34.3 9.4 12.7 37.3 2.7 Green Ext Time (p_c), s 0.0 26.6 0.3 0.1 19.1 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 20.7
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
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 110 136 135 1449 1632 210
Future Volume (veh/h) 110 136 135 1449 1632 210
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 116 143 142 1525 1718 221
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 205 182 177 2739 2224 992
Arrive On Green 0.11 0.11 0.10 0.77 0.63 0.63
Sat Flow, veh/h 1781 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 116 143 142 1525 1718 221
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1777 1777 1585
Q Serve(g_s), s 5.4 7.7 6.8 15.1 30.7 5.3
Cycle Q Clear(g_c), s 5.4 7.7 6.8 15.1 30.7 5.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 182 177 2739 2224 992
V/C Ratio(X) 0.57 0.78 0.80 0.56 0.77 0.22
Avail Cap(c_a), veh/h 773 688 285 3125 2394 1068
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 36.7 37.7 38.6 4.0 11.9 7.1
Incr Delay (d2), s/veh 0.9 2.8 8.2 0.3 1.8 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 6.7 3.2 2.8 9.8 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.6 40.5 46.8 4.4 13.7 7.3
LnGrp LOS D D D A B A
Approach Vol, veh/h 259 1667 1939
Approach Delay, s/veh 39.2 8.0 13.0
Approach LOS D A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 73.5 14.1 12.7 60.8
Change Period (Y+Rc), s 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 77.0 38.0 14.0 59.0
Max Q Clear Time (g_c+I1), s 17.1 9.7 8.8 32.7
Green Ext Time (p_c), s 33.0 0.4 0.1 22.2
Intersection Summary
HCM 7th Control Delay, s/veh 12.6
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
36: Fiddyment Rd & Village Green Dr/Del Webb Blvd 07/24/2026 2040 With Project-PM 10:03 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) 150 40 90 100 80 40 120 1304 60 50 1568 150 Future Volume (veh/h) 150 40 90 100 80 40 120 1304 60 50 1568 150 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 158 42 95 105 84 42 126 1373 63 53 1651 158 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 211 221 187 145 152 127 152 1882 821 107 1791 797 Arrive On Green 0.12 0.12 0.12 0.08 0.08 0.08 0.09 0.53 0.53 0.06 0.50 0.50 Sat Flow, veh/h 1781 1870 1581 1781 1870 1556 1781 3554 1549 1781 3554 1582 Grp Volume(v), veh/h 158 42 95 105 84 42 126 1373 63 53 1651 158 Grp Sat Flow(s),veh/h/ln1781 1870 1581 1781 1870 1556 1781 1777 1549 1781 1777 1582 Q Serve(g_s), s 9.0 2.1 5.9 6.1 4.6 2.7 7.3 31.2 2.1 3.0 45.3 5.8 Cycle Q Clear(g_c), s 9.0 2.1 5.9 6.1 4.6 2.7 7.3 31.2 2.1 3.0 45.3 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 211 221 187 145 152 127 152 1882 821 107 1791 797 V/C Ratio(X) 0.75 0.19 0.51 0.72 0.55 0.33 0.83 0.73 0.08 0.50 0.92 0.20 Avail Cap(c_a), veh/h 710 746 630 287 302 251 152 1882 821 144 1848 823 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 44.9 41.9 43.6 47.2 46.5 45.7 47.4 19.0 12.1 48.0 24.2 14.4 Incr Delay (d2), s/veh 5.3 0.4 2.1 6.7 3.1 1.5 30.0 1.5 0.0 3.6 8.0 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/ln4.2 1.0 2.4 2.9 2.2 1.1 4.4 11.8 0.7 1.4 18.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.2 42.3 45.7 53.9 49.6 47.2 77.4 20.5 12.2 51.5 32.2 14.5 LnGrp LOS D D D D D D E C B D C B
Approach Vol, veh/h 295 231 1562 1862
Approach Delay, s/veh 47.6 51.1 24.7 31.3
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.3 61.8 18.4 13.0 59.1 14.9
Change Period (Y+Rc), s 4.0 6.0 5.9 4.0 6.0 6.3
Max Green Setting (Gmax), s 8.5 55.3 42.0 9.0 54.8 17.0 Max Q Clear Time (g_c+I1), s 5.0 33.2 11.0 9.3 47.3 8.1 Green Ext Time (p_c), s 0.0 10.3 1.0 0.0 5.8 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 31.1
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 Rd & Passenger Vehicle Driveway 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Intersection
Int Delay, s/veh 765.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 6 1522 1317 50 231 26
Future Vol, veh/h 6 1522 1317 50 231 26
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 7 1654 1432 54 251 28
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1486 0 - 0 3126 1459
Stage 1 - - - - 1459 -
Stage 2 - - - - 1667 -
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 452 - - - ~ 12 159
Stage 1 - - - - ~ 214 -
Stage 2 - - - - ~ 168 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 452 - - - ~ 12 159
Mov Cap-2 Maneuver - - - - ~ 12 -
Stage 1 - - - - ~ 211 -
Stage 2 - - - - ~ 168 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.05 0 $ 9387.95

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 452 - - - 14
HCM Lane V/C Ratio 0.014 - - - 20.656
HCM Ctrl Dly (s/v) 13.1 - - $ 9387.9 -
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0 - - - 36.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon

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HCM 7th TWSC
38: Phillip Rd & Truck Driveway 07/24/2026
2040 With Project-PM 10:03 pm 04/15/2025 Cumulative Year Synchro 12 Report

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Intersection
Int Delay, s/veh 73
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 1454 1268 75 74 8
Future Vol, veh/h 8 1454 1268 75 74 8
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 9 1580 1378 82 80 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1460 0 - 0 3017 1419
Stage 1 - - - - 1419 -
Stage 2 - - - - 1598 -
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 463 - - - ~ 15 168
Stage 1 - - - - 223 -
Stage 2 - - - - 182 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 463 - - - ~ 14 168
Mov Cap-2 Maneuver - - - - ~ 14 -
Stage 1 - - - - 219 -
Stage 2 - - - - 182 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.07 0 $ 2568.3

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 463 - - - 16
HCM Lane V/C Ratio 0.019 - - - 5.64
HCM Ctrl Dly (s/v) 12.9 - - $ 2568.3 -
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 12
Notes
~: Volume exceeds capacity $: Delay exceeds 300s
+: Computation Not Defined *: All major volume in platoon

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HCM Signalized Intersection Capacity Analysis
9: Fidelity Wy & Blue Oaks Blvd 08/31/2026
2040 With Project-PM 10:03 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 (vph) 0 2974 240 40 2444 0 0 0 260 0 0 1290 Future Volume (vph) 0 2974 240 40 2444 0 0 0 260 0 0 1290 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 0.86 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) 5085 1552 1770 6408 1611 1611
Flt Permitted 1.00 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5085 1552 1770 6408 1611 1611
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 3131 253 42 2573 0 0 0 274 0 0 1358
RTOR Reduction (vph) 0 0 65 0 0 0 0 0 42 0 0 0
Lane Group Flow (vph) 0 3131 188 42 2573 0 0 0 232 0 0 1358 Confl. Bikes (#/hr) 1 1
Turn Type NA Perm Prot NA Prot Free
Protected Phases 4 3 Free 8
Permitted Phases 4 Free
Actuated Green, G (s) 52.0 52.0 6.0 70.0 7.5 70.0
Effective Green, g (s) 52.0 52.0 6.0 70.0 7.5 70.0
Actuated g/C Ratio 0.74 0.74 0.09 1.00 0.11 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) 3777 1152 151 6408 172 1611
v/s Ratio Prot 0.62 0.02 0.40 0.14
v/s Ratio Perm 0.12 c0.84
v/c Ratio 0.83 0.16 0.28 0.40 1.35 0.84
Uniform Delay, d1 6.0 2.6 30.0 0.0 31.3 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.2 0.3 2.5 0.2 190.4 5.6
Delay (s) 8.3 2.9 32.4 0.2 221.7 5.6
Level of Service A A C A F A
Approach Delay (s/veh) 7.9 0.7 221.7 5.6
Approach LOS A A F A
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 3076 of 3079 ends

Appendix L
Cumulative Year With Project and
Improvements Conditions Synchro Reports

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HCM 7th Signalized Intersection Summary
37: Phillip Road & Passenger Vehicle Driveway 08/31/2026 2040 With Project-AM with improvement 10:56 am 04/29/2025 Cumulative Year Synchro 12 Report

Page 1 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 29 937 730 264 43 5
Future Volume (veh/h) 29 937 730 264 43 5
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 32 1018 793 287 47 5
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 292 1338 938 339 159 17
Arrive On Green 0.72 0.72 0.72 0.72 0.10 0.10
Sat Flow, veh/h 522 1870 1311 474 1563 166
Grp Volume(v), veh/h 32 1018 0 1080 53 0
Grp Sat Flow(s),veh/h/ln 522 1870 0 1785 1762 0
Q Serve(g_s), s 2.3 16.7 0.0 21.4 1.4 0.0
Cycle Q Clear(g_c), s 23.8 16.7 0.0 21.4 1.4 0.0
Prop In Lane 1.00 0.27 0.89 0.09
Lane Grp Cap(c), veh/h 292 1338 0 1277 179 0
V/C Ratio(X) 0.11 0.76 0.00 0.85 0.30 0.00
Avail Cap(c_a), veh/h 423 1807 0 1724 663 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 13.6 4.4 0.0 5.0 20.5 0.0
Incr Delay (d2), s/veh 0.2 1.3 0.0 3.1 0.9 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 0.3 2.7 0.0 3.8 0.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.8 5.7 0.0 8.1 21.4 0.0
LnGrp LOS B A A C
Approach Vol, veh/h 1050 1080 53
Approach Delay, s/veh 6.0 8.1 21.4
Approach LOS A A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 39.7 9.5 39.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 47.5 18.5 47.5
Max Q Clear Time (g_c+I1), s 25.8 3.4 23.4
Green Ext Time (p_c), s 9.4 0.1 10.8
Intersection Summary
HCM 7th Control Delay, s/veh 7.4
HCM 7th LOS A

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HCM 7th Signalized Intersection Summary
37: Phillip Rd & Passenger Vehicle Driveway 08/31/2026
2040 With Project-PM with improvement 11:20 am 04/29/2025 Cumulative Year Synchro 12 Report

Page 1 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 6 1522 1317 50 231 26
Future Volume (veh/h) 6 1522 1317 50 231 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 6 1602 1386 53 243 27
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 123 1530 1464 56 186 21
Arrive On Green 0.82 0.82 0.82 0.82 0.12 0.12
Sat Flow, veh/h 371 1870 1790 68 1578 175
Grp Volume(v), veh/h 6 1602 0 1439 271 0
Grp Sat Flow(s),veh/h/ln 371 1870 0 1858 1760 0
Q Serve(g_s), s 1.9 114.5 0.0 87.6 16.5 0.0
Cycle Q Clear(g_c), s 89.4 114.5 0.0 87.6 16.5 0.0
Prop In Lane 1.00 0.04 0.90 0.10
Lane Grp Cap(c), veh/h 123 1530 0 1520 207 0
V/C Ratio(X) 0.05 1.05 0.00 0.95 1.31 0.00
Avail Cap(c_a), veh/h 123 1530 0 1520 207 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 46.4 12.8 0.0 10.3 61.8 0.0
Incr Delay (d2), s/veh 0.2 36.5 0.0 12.7 168.3 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 50.7 0.0 32.1 17.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.6 49.2 0.0 23.0 230.0 0.0
LnGrp LOS D F C F
Approach Vol, veh/h 1608 1439 271
Approach Delay, s/veh 49.2 23.0 230.0
Approach LOS D C F
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 119.0 21.0 119.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 114.5 16.5 114.5
Max Q Clear Time (g_c+I1), s 116.5 18.5 89.6
Green Ext Time (p_c), s 0.0 0.0 17.9
Intersection Summary
HCM 7th Control Delay, s/veh 52.6
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Page 3079 of 3079 ends

Roseville City CouncilOctober 7, 2026

Roseville City Council
October 7, 2026