Cities Index.
Agenda packet

Clovis City Council
March 18, 2024

Document
Agenda packet
Meeting
March 18, 2024
Body
Clovis City Council
Pages
132,195
Original file
331.7 MB
Text extracted from the city's file for reading and search. Open the original on mccmeetings.blob.core.usgovcloudapi.net. That file is the official record.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 419 249 43 387 74 124 482 46 43 302 27 Future Volume (veh/h) 22 419 249 43 387 74 124 482 46 43 302 27 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 23 446 265 46 412 79 132 513 49 46 321 29 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00111111000
Cap, veh/h 67 480 407 92 503 426 144 1865 813 93 1776 773 Arrive On Green 0.04 0.25 0.25 0.05 0.27 0.27 0.08 0.52 0.52 0.05 0.49 0.49 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1562 1810 3610 1572 Grp Volume(v), veh/h 23 446 265 46 412 79 132 513 49 46 321 29 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1562 1810 1805 1572 Q Serve(g_s), s 1.9 34.4 22.1 3.7 30.7 5.7 11.0 12.0 2.3 3.7 7.4 1.4 Cycle Q Clear(g_c), s 1.9 34.4 22.1 3.7 30.7 5.7 11.0 12.0 2.3 3.7 7.4 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 480 407 92 503 426 144 1865 813 93 1776 773 V/C Ratio(X) 0.34 0.93 0.65 0.50 0.82 0.19 0.92 0.28 0.06 0.50 0.18 0.04 Avail Cap(c_a), veh/h 374 503 426 335 503 426 144 1865 813 314 1776 773 HCM Platoon Ratio 1.00 1.00 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 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.4 54.7 50.1 69.3 51.6 42.4 68.5 20.1 17.8 69.3 21.2 19.7 Incr Delay (d2), s/veh 1.1 23.7 4.0 1.6 10.7 0.3 48.0 0.3 0.1 1.5 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 19.2 9.2 1.7 15.7 2.3 6.9 5.0 0.9 1.7 3.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.6 78.4 54.1 70.9 62.3 42.7 116.5 20.4 17.9 70.8 21.5 19.8 LnGrp LOS E E D E E D F C B E C B
Approach Vol, veh/h 734 537 694 396
Approach Delay, s/veh 69.4 60.1 38.5 27.1
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.0 79.1 9.5 45.4 11.7 83.4 11.7 43.2 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s12.0 51.7 31.0 36.7 26.0 37.7 28.0 39.7 Max Q Clear Time (g_c+I1), s13.0 9.4 3.9 32.7 5.7 14.0 5.7 36.4 Green Ext Time (p_c), s 0.0 3.3 0.0 1.3 0.0 5.0 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 51.1
HCM 6th LOS D
2496
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 346 175 36 304 77 146 640 67 77 524 13 Future Volume (veh/h) 15 346 175 36 304 77 146 640 67 77 524 13 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 16 376 190 39 330 84 159 696 73 84 570 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11111000000
Cap, veh/h 61 422 357 107 470 398 186 1548 162 164 1651 41 Arrive On Green 0.03 0.22 0.22 0.06 0.25 0.25 0.10 0.47 0.47 0.09 0.46 0.46 Sat Flow, veh/h 1795 1885 1595 1795 1885 1598 1810 3290 345 1810 3598 88 Grp Volume(v), veh/h 16 376 190 39 330 84 159 382 387 84 286 298 Grp Sat Flow(s),veh/h/ln1795 1885 1595 1795 1885 1598 1810 1805 1829 1810 1805 1882 Q Serve(g_s), s 1.1 24.2 13.1 2.6 19.9 5.2 10.8 17.7 17.8 5.5 12.7 12.7 Cycle Q Clear(g_c), s 1.1 24.2 13.1 2.6 19.9 5.2 10.8 17.7 17.8 5.5 12.7 12.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.05
Lane Grp Cap(c), veh/h 61 422 357 107 470 398 186 850 861 164 828 863 V/C Ratio(X) 0.26 0.89 0.53 0.37 0.70 0.21 0.86 0.45 0.45 0.51 0.34 0.35 Avail Cap(c_a), veh/h 158 593 502 158 593 502 261 850 861 232 828 863 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 58.8 47.0 42.7 56.5 42.7 37.2 55.2 22.2 22.2 54.2 21.7 21.8 Incr Delay (d2), s/veh 0.8 10.7 0.8 0.8 2.8 0.3 13.4 1.7 1.7 0.9 1.1 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/ln0.5 12.3 5.1 1.2 9.4 2.0 5.5 7.6 7.7 2.5 5.4 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.7 57.7 43.6 57.3 45.6 37.5 68.6 23.9 23.9 55.1 22.8 22.8 LnGrp LOS E E D E D D E C C E C C
Approach Vol, veh/h 582 453 928 668
Approach Delay, s/veh 53.2 45.1 31.6 26.9
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.8 63.1 8.3 36.8 15.4 64.5 11.4 33.7 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s18.0 37.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s12.8 14.7 3.1 21.9 7.5 19.8 4.6 26.2 Green Ext Time (p_c), s 0.1 3.1 0.0 2.0 0.0 4.8 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
2497
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1660 529 0 1455 597 0 0 0 66 0 342 Future Volume (veh/h) 0 1660 529 0 1455 597 0 0 0 66 0 342 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1677 534 0 1753 0 67 0 345
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 11011 101
Cap, veh/h 0 3260 803 0 3791 570 0 460
Arrive On Green 0.00 0.50 0.50 0.00 0.50 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 6749 1598 0 7541 1598 3483 0 2812
Grp Volume(v), veh/h 0 1677 534 0 1753 0 67 0 345
Grp Sat Flow(s),veh/h/ln 0 1621 1598 0 1885 1598 1742 0 1406 Q Serve(g_s), s 0.0 22.9 33.0 0.0 19.9 0.0 2.2 0.0 15.4 Cycle Q Clear(g_c), s 0.0 22.9 33.0 0.0 19.9 0.0 2.2 0.0 15.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3260 803 0 3791 570 0 460
V/C Ratio(X) 0.00 0.51 0.66 0.00 0.46 0.12 0.00 0.75
Avail Cap(c_a), veh/h 0 3341 823 0 3885 1317 0 1063
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.94 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.0 24.5 0.0 21.3 0.0 47.1 0.0 52.6 Incr Delay (d2), s/veh 0.0 0.6 4.3 0.0 0.4 0.0 0.2 0.0 6.0 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 8.4 12.7 0.0 8.5 0.0 1.0 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.6 28.8 0.0 21.6 0.0 47.3 0.0 58.6 LnGrp LOS A C C A C D A E
Approach Vol, veh/h 2211 1753 412
Approach Delay, s/veh 24.1 21.6 56.8
Approach LOS C C E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.2 28.9 73.2
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 68.0 49.9 68.0
Max Q Clear Time (g_c+I1), s 35.0 17.4 21.9
Green Ext Time (p_c), s 31.4 4.2 40.0
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2498
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1366 360 0 1555 184 497 0 738 0 0 0 Future Volume (veh/h) 0 1366 360 0 1555 184 497 0 738 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1408 0 0 1603 190 512 0 761
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 11011101
Cap, veh/h 0 2930 0 4346 909 1651 0 917
Arrive On Green 0.00 0.57 0.00 0.00 0.57 0.57 0.33 0.00 0.33 Sat Flow, veh/h 0 5316 1598 0 7993 1598 5063 0 2812
Grp Volume(v), veh/h 0 1408 0 0 1603 190 512 0 761
Grp Sat Flow(s),veh/h/ln 0 1716 1598 0 1527 1598 1688 0 1406 Q Serve(g_s), s 0.0 21.1 0.0 0.0 14.9 7.6 9.9 0.0 32.5
Cycle Q Clear(g_c), s 0.0 21.1 0.0 0.0 14.9 7.6 9.9 0.0 32.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2930 0 4346 909 1651 0 917
V/C Ratio(X) 0.00 0.48 0.00 0.37 0.21 0.31 0.00 0.83
Avail Cap(c_a), veh/h 0 2930 0 4346 909 1651 0 917
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 0.95 0.00 0.00 0.63 0.63 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.6 0.0 0.0 15.3 13.7 32.8 0.0 40.5 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.2 0.3 0.5 0.0 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 7.9 0.0 0.0 4.9 2.7 4.1 0.0 12.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.1 0.0 0.0 15.4 14.0 33.3 0.0 49.1 LnGrp LOS A B A B B C A D
Approach Vol, veh/h 1408 1793 1273
Approach Delay, s/veh 17.1 15.3 42.7
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.8 80.8 49.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 74.0 74.0 42.4
Max Q Clear Time (g_c+I1), s 23.1 16.9 34.5
Green Ext Time (p_c), s 36.7 47.7 5.7
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2499
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 434 1368 302 316 1062 136 350 413 276 273 268 327 Future Volume (veh/h) 434 1368 302 316 1062 136 350 413 276 273 268 327 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 452 1425 315 329 1106 142 365 430 288 284 279 341 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 11111000111
Cap, veh/h 498 1952 606 378 1775 551 416 955 436 334 1305 703 Arrive On Green 0.14 0.38 0.38 0.11 0.34 0.34 0.12 0.28 0.28 0.10 0.25 0.25 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1579 3483 5147 2773 Grp Volume(v), veh/h 452 1425 315 329 1106 142 365 430 288 284 279 341 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1579 1742 1716 1387 Q Serve(g_s), s 19.8 36.8 23.6 14.4 27.8 9.9 15.9 15.9 25.0 12.4 6.6 16.2 Cycle Q Clear(g_c), s 19.8 36.8 23.6 14.4 27.8 9.9 15.9 15.9 25.0 12.4 6.6 16.2 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 498 1952 606 378 1775 551 416 955 436 334 1305 703 V/C Ratio(X) 0.91 0.73 0.52 0.87 0.62 0.26 0.88 0.45 0.66 0.85 0.21 0.48 Avail Cap(c_a), veh/h 562 1952 606 562 1775 551 679 955 436 674 1305 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.4 41.3 37.2 68.0 42.4 36.5 67.2 46.4 49.7 69.0 45.7 49.2 Incr Delay (d2), s/veh 13.5 1.9 2.5 6.8 1.7 1.1 4.2 1.5 7.6 2.4 0.4 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/ln9.6 15.6 9.5 6.7 11.8 4.0 7.2 7.0 10.6 5.6 2.9 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.9 43.2 39.7 74.8 44.0 37.6 71.4 47.9 57.3 71.3 46.0 51.6 LnGrp LOS E D D E D D E D E E D D
Approach Vol, veh/h 2192 1577 1083 904
Approach Delay, s/veh 50.1 49.9 58.3 56.1
Approach LOS D D E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.1 59.5 19.9 48.5 21.8 64.8 23.4 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s21.8 29.8 14.4 27.0 16.4 38.8 17.9 18.2 Green Ext Time (p_c), s 0.3 4.4 0.4 2.3 0.4 0.1 0.5 3.4 Intersection Summary
HCM 6th Ctrl Delay 52.5
HCM 6th LOS D
2500
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 183 200 0 0 0
Future Vol, veh/h 0 183 200 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 0 00000
Mvmt Flow 0 201 220 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 220 0 - 0 421 220
Stage 1 - - - - 220 -
Stage 2 - - - - 201 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1361 - - - 593 825
Stage 1 - - - - 821 -
Stage 2 - - - - 838 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1361 - - - 593 825
Mov Cap-2 Maneuver - - - - 593 -
Stage 1 - - - - 821 -
Stage 2 - - - - 838 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1361 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
2501
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 62
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 84 492 70 50 385 31 80 25 67 19 43 54 Future Vol, veh/h 84 492 70 50 385 31 80 25 67 19 43 54 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 111000000000
Mvmt Flow 89 523 74 53 410 33 85 27 71 20 46 57
Number of Lanes 010110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1112
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1121
HCM Control Delay 107.6 28.4 14.9 13.4

HCM LOS F D B B

Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 47% 13% 100% 0% 16%
Vol Thru, % 15% 76% 0% 93% 37%
Vol Right, % 39% 11% 0% 7% 47%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 172 646 50 416 116
LT Vol 80 84 50 0 19
Through Vol 25 492 0 385 43
RT Vol 67 70 0 31 54
Lane Flow Rate 183 687 53 443 123
Geometry Grp 25772
Degree of Util (X) 0.364 1.148 0.103 0.793 0.25
Departure Headway (Hd) 7.6 6.012 7.314 6.749 7.786
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 476 598 493 540 464
Service Time 5.6 4.092 5.014 4.449 5.786
HCM Lane V/C Ratio 0.384 1.149 0.108 0.82 0.265
HCM Control Delay 14.9 107.6 10.9 30.5 13.4
HCM Lane LOS B F B D B
HCM 95th-tile Q 1.6 22.3 0.3 7.5 1
2502
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 3 8 3 12 0 170 7 2 163 1
Future Vol, veh/h 1 1 3 8 3 12 0 170 7 2 163 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 9 99000000111
Mvmt Flow 1 1 3 9 3 14 0 198 8 2 190 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 406 401 191 399 397 202 191 0 0 206 0 0 Stage 1 195 195 - 202 202 -------
Stage 2 211 206 - 197 195 -------
Critical Hdwy 7.19 6.59 6.29 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.19 5.59 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.1 5.5 -------
Follow-up Hdwy 3.581 4.081 3.381 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 543 527 833 565 544 844 1395 - - 1371 - - Stage 1 791 726 - 805 738 -------
Stage 2 775 718 - 809 743 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 531 526 833 561 543 844 1395 - - 1371 - - Mov Cap-2 Maneuver 531 526 - 561 543 -------
Stage 1 791 725 - 805 738 -------
Stage 2 759 718 - 803 742 -------
Approach EB WB NB SB
HCM Control Delay, s 10.4 10.5 0 0.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1395 - - 677 676 1371 - -
HCM Lane V/C Ratio - - - 0.009 0.04 0.002 - -
HCM Control Delay (s) 0 - - 10.4 10.5 7.6 0 -
HCM Lane LOS A - - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
2503
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 44.4
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 364 74 32 337 15 115 148 35 17 120 40 Future Vol, veh/h 24 364 74 32 337 15 115 148 35 17 120 40 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 111111000111
Mvmt Flow 28 418 85 37 387 17 132 170 40 20 138 46
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 25.9 80.1 39 24.7

HCM LOS D F E C

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 44% 0% 100% 0% 0% 100% 0% 10%
Vol Thru, % 56% 0% 0% 100% 62% 0% 96% 68%
Vol Right, % 0% 100% 0% 0% 38% 0% 4% 23%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 263 35 24 243 195 32 352 177
LT Vol 115 0 24 0 0 32 0 17
Through Vol 148 0 0 243 121 0 337 120
RT Vol 0 35 0 0 74 0 15 40
Lane Flow Rate 302 40 28 279 225 37 405 203
Geometry Grp 88888888
Degree of Util (X) 0.803 0.096 0.073 0.694 0.542 0.1 1.036 0.554 Departure Headway (Hd) 9.84 8.885 9.75 9.229 8.952 9.775 9.219 10.106 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 372 406 370 393 406 369 397 360
Service Time 7.54 6.585 7.45 6.929 6.652 7.475 6.919 7.806 HCM Lane V/C Ratio 0.812 0.099 0.076 0.71 0.554 0.1 1.02 0.564 HCM Control Delay 42.5 12.5 13.2 30.4 21.8 13.6 86.1 24.7 HCM Lane LOS E B B D C B F C
HCM 95th-tile Q 6.9 0.3 0.2 5.1 3.1 0.3 13.2 3.2
2504
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 3 180 4 4 1 165 79 3 1 59 5
Future Vol, veh/h 7 3 180 4 4 1 165 79 3 1 59 5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 00000000222
Mvmt Flow 8 4 212 5 5 1 194 93 4 1 69 6
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.8 8.2 10.4 8.3

HCM LOS A A B A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 67% 4% 44% 2%
Vol Thru, % 32% 2% 44% 91%
Vol Right, % 1% 95% 11% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 247 190 9 65
LT Vol 165 7 4 1
Through Vol 79 3 4 59
RT Vol 3 180 1 5
Lane Flow Rate 291 224 11 76
Geometry Grp 1111
Degree of Util (X) 0.373 0.262 0.015 0.101
Departure Headway (Hd) 4.627 4.225 5.061 4.745
Convergence, Y/N Yes Yes Yes Yes
Cap 776 849 705 753
Service Time 2.664 2.253 3.107 2.788
HCM Lane V/C Ratio 0.375 0.264 0.016 0.101
HCM Control Delay 10.4 8.8 8.2 8.3
HCM Lane LOS BAAA
HCM 95th-tile Q 1.7 1.1 0 0.3
2505
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 17 9 238 238 6
Future Vol, veh/h 5 17 9 238 238 6
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 00022
Mvmt Flow 6 19 10 264 264 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 552 268 271 0 - 0
Stage 1 268 -----
Stage 2 284 -----
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 498 776 1304 - - -
Stage 1 782 -----
Stage 2 769 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 494 776 1304 - - -
Mov Cap-2 Maneuver 494 -----
Stage 1 775 -----
Stage 2 769 -----
Approach EB NB SB
HCM Control Delay, s 10.4 0.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1304 - 687 - -
HCM Lane V/C Ratio 0.008 - 0.036 - -
HCM Control Delay (s) 7.8 0 10.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
2506
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 291 75 47 265 128 163 119 73 110 123 14 Future Volume (veh/h) 23 291 75 47 265 128 163 119 73 110 123 14 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 24 306 79 49 279 135 172 125 77 116 129 15 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, % 111111111111
Cap, veh/h 61 573 256 83 326 276 195 1103 934 139 917 107 Arrive On Green 0.03 0.16 0.16 0.05 0.17 0.17 0.11 0.59 0.59 0.08 0.55 0.55 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1597 1795 1658 193 Grp Volume(v), veh/h 24 306 79 49 279 135 172 125 77 116 0 144 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1885 1598 1795 1885 1597 1795 0 1850 Q Serve(g_s), s 2.0 11.8 6.6 4.0 21.6 11.5 14.2 4.4 3.2 9.6 0.0 5.7 Cycle Q Clear(g_c), s 2.0 11.8 6.6 4.0 21.6 11.5 14.2 4.4 3.2 9.6 0.0 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 61 573 256 83 326 276 195 1103 934 139 0 1024 V/C Ratio(X) 0.40 0.53 0.31 0.59 0.86 0.49 0.88 0.11 0.08 0.84 0.00 0.14 Avail Cap(c_a), veh/h 371 812 362 371 427 362 371 1103 934 371 0 1024 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 71.0 57.9 55.7 70.1 60.3 56.1 65.9 13.8 13.6 68.3 0.0 16.2 Incr Delay (d2), s/veh 1.6 1.4 1.3 2.4 15.6 2.5 5.0 0.2 0.2 5.0 0.0 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/ln 0.9 5.4 2.7 1.9 11.4 4.8 6.7 1.9 1.2 4.5 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.5 59.3 56.9 72.6 75.9 58.6 70.8 14.0 13.7 73.3 0.0 16.5 LnGrp LOS EEEEEEEBBEAB
Approach Vol, veh/h 409 463 374 260
Approach Delay, s/veh 59.6 70.5 40.1 41.8
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.3 88.7 9.1 31.9 15.6 93.5 11.0 30.0 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 16.2 7.7 4.0 23.6 11.6 6.4 6.0 13.8 Green Ext Time (p_c), s 0.2 0.7 0.0 2.3 0.1 0.8 0.0 3.5 Intersection Summary
HCM 6th Ctrl Delay 55.0
HCM 6th LOS E
2507
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 3 5 5 7 15 9 363 13 9 258 6
Future Vol, veh/h 3 3 5 5 7 15 9 363 13 9 258 6
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99444111222
Mvmt Flow 3 3 5 5 7 16 9 378 14 9 269 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 702 697 269 697 696 385 275 0 0 392 0 0 Stage 1 287 287 - 403 403 -------
Stage 2 415 410 - 294 293 -------
Critical Hdwy 7.19 6.59 6.29 7.14 6.54 6.24 4.11 - - 4.12 - - Critical Hdwy Stg 1 6.19 5.59 - 6.14 5.54 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.14 5.54 -------
Follow-up Hdwy 3.581 4.081 3.381 3.536 4.036 3.336 2.209 - - 2.218 - - Pot Cap-1 Maneuver 344 356 753 353 363 658 1294 - - 1167 - - Stage 1 706 662 - 620 596 -------
Stage 2 601 584 - 710 667 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 327 351 753 344 358 658 1294 - - 1167 - - Mov Cap-2 Maneuver 327 351 - 344 358 -------
Stage 1 701 657 - 616 592 -------
Stage 2 575 580 - 696 662 -------
Approach EB WB NB SB
HCM Control Delay, s 13.2 13.1 0.2 0.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1294 - - 452 475 1167 - -
HCM Lane V/C Ratio 0.007 - - 0.025 0.059 0.008 - -
HCM Control Delay (s) 7.8 - - 13.2 13.1 8.1 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - -
2508
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 269 114 37 222 37 163 320 62 36 209 36 Future Volume (veh/h) 30 269 114 37 222 37 163 320 62 36 209 36 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 33 296 125 41 244 41 179 352 68 40 230 40 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 000111111333
Cap, veh/h 42 400 165 53 314 266 195 1180 1000 51 1015 860 Arrive On Green 0.02 0.16 0.16 0.03 0.17 0.17 0.11 0.63 0.63 0.03 0.55 0.55 Sat Flow, veh/h 1810 2492 1028 1795 1885 1598 1795 1885 1598 1767 1856 1572 Grp Volume(v), veh/h 33 213 208 41 244 41 179 352 68 40 230 40 Grp Sat Flow(s),veh/h/ln 1810 1805 1715 1795 1885 1598 1795 1885 1598 1767 1856 1572 Q Serve(g_s), s 2.2 13.4 13.9 2.7 14.9 2.6 11.8 10.3 2.0 2.7 7.7 1.4 Cycle Q Clear(g_c), s 2.2 13.4 13.9 2.7 14.9 2.6 11.8 10.3 2.0 2.7 7.7 1.4 Prop In Lane 1.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 42 290 275 53 314 266 195 1180 1000 51 1015 860 V/C Ratio(X) 0.78 0.73 0.76 0.78 0.78 0.15 0.92 0.30 0.07 0.78 0.23 0.05 Avail Cap(c_a), veh/h 271 522 496 269 545 462 195 1180 1000 280 1015 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 58.3 47.9 48.1 57.8 47.9 42.8 53.0 10.3 8.8 57.9 14.1 12.6 Incr Delay (d2), s/veh 11.1 5.6 6.6 8.7 3.6 0.2 42.0 0.6 0.1 9.2 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.3 6.3 1.3 7.1 1.0 7.5 4.1 0.7 1.3 3.1 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.4 53.6 54.8 66.5 51.4 43.0 95.0 11.0 8.9 67.1 14.6 12.7 LnGrp LOS E D D E D D F BAEBB
Approach Vol, veh/h 454 326 599 310
Approach Delay, s/veh 55.3 52.3 35.8 21.1
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 70.9 6.8 25.3 7.5 80.4 7.5 24.5 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 13.0 35.7 18.0 34.7 19.0 29.7 18.0 34.7 Max Q Clear Time (g_c+I1), s 13.8 9.7 4.2 16.9 4.7 12.3 4.7 15.9 Green Ext Time (p_c), s 0.0 1.5 0.0 1.1 0.0 2.3 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 41.5
HCM 6th LOS D
2509
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 159 0 15 430 788 0 0 403 183 Future Volume (veh/h) 0 0 0 159 0 15 430 788 0 0 403 183 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 167 0 16 453 829 0 0 424 193
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 303110011
Cap, veh/h 212 0 188 517 2683 0 0 1305 588
Arrive On Green 0.12 0.00 0.12 0.30 1.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1767 0 1572 3483 3676 0 0 2494 1081
Grp Volume(v), veh/h 167 0 16 453 829 0 0 315 302
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1742 1791 0 0 1791 1691 Q Serve(g_s), s 9.2 0.0 0.9 12.4 0.0 0.0 0.0 9.8 9.9
Cycle Q Clear(g_c), s 9.2 0.0 0.9 12.4 0.0 0.0 0.0 9.8 9.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.64
Lane Grp Cap(c), veh/h 212 0 188 517 2683 0 0 973 919
V/C Ratio(X) 0.79 0.00 0.08 0.88 0.31 0.00 0.00 0.32 0.33 Avail Cap(c_a), veh/h 422 0 376 707 2683 0 0 973 919
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.79 0.79 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 0.0 39.1 34.3 0.0 0.0 0.0 12.6 12.7 Incr Delay (d2), s/veh 12.9 0.0 0.4 5.9 0.2 0.0 0.0 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 0.4 4.6 0.1 0.0 0.0 3.7 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.7 0.0 39.5 40.2 0.2 0.0 0.0 13.5 13.6 LnGrp LOS E A D D AAABB
Approach Vol, veh/h 183 1282 617
Approach Delay, s/veh 54.3 14.4 13.6
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 81.7 20.6 61.2 18.3
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 20 37.0 23.9
Max Q Clear Time (g_c+I1), s 2.0 14.4 11.9 11.2
Green Ext Time (p_c), s 11.9 0.5 7.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2510
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 347 0 585 0 0 0 0 871 294 23 538 0 Future Volume (veh/h) 347 0 585 0 0 0 0 871 294 23 538 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 361 0 609 0 907 306 24 560 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 011220
Cap, veh/h 1006 0 461 0 1300 437 52 2061 0
Arrive On Green 0.29 0.00 0.29 0.00 0.49 0.49 0.02 0.39 0.00 Sat Flow, veh/h 3456 0 1585 0 2726 885 1781 3647 0
Grp Volume(v), veh/h 361 0 609 0 616 597 24 560 0
Grp Sat Flow(s),veh/h/ln1728 0 1585 0 1791 1726 1781 1777 0 Q Serve(g_s), s 8.3 0.0 29.1 0.0 26.5 26.8 1.3 10.8 0.0 Cycle Q Clear(g_c), s 8.3 0.0 29.1 0.0 26.5 26.8 1.3 10.8 0.0 Prop In Lane 1.00 1.00 0.00 0.51 1.00 0.00
Lane Grp Cap(c), veh/h 1006 0 461 0 884 852 52 2061 0
V/C Ratio(X) 0.36 0.00 1.32 0.00 0.70 0.70 0.46 0.27 0.00 Avail Cap(c_a), veh/h 1006 0 461 0 884 852 201 2061 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 28.1 0.0 35.4 0.0 19.5 19.6 48.2 16.1 0.0 Incr Delay (d2), s/veh 0.5 0.0 158.8 0.0 4.5 4.8 2.2 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 %ile BackOfQ(50%),veh/ln3.4 0.0 31.1 0.0 11.0 10.7 0.6 4.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 0.0 194.2 0.0 24.1 24.4 50.4 16.4 0.0 LnGrp LOS C A F A C C D B A
Approach Vol, veh/h 970 1213 584
Approach Delay, s/veh 132.5 24.2 17.8
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.6 56.2 35.2 64.8
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 11 41.0 29.1 58.0
Max Q Clear Time (g_c+I1), s3.3 28.8 31.1 12.8
Green Ext Time (p_c), s 0.0 9.5 0.0 6.9
Intersection Summary
HCM 6th Ctrl Delay 60.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2511
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 23
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 58 21 0 45
Future Vol, veh/h 13 0 58 21 0 45
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 0 63 23 0 49
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 124 75 0 0 86 0
Stage 1 75 -----
Stage 2 49 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 876 992 - - 1523 -
Stage 1 953 -----
Stage 2 979 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 876 992 - - 1523 -
Mov Cap-2 Maneuver 876 -----
Stage 1 953 -----
Stage 2 979 -----
Approach WB NB SB
HCM Control Delay, s 9.2 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 876 1523 -
HCM Lane V/C Ratio - - 0.016 - -
HCM Control Delay (s) - - 9.2 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
2512
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 24
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 57 0 80 61 0 58
Future Vol, veh/h 57 0 80 61 0 58
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 62 0 87 66 0 63
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 183 120 0 0 153 0
Stage 1 120 -----
Stage 2 63 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 811 937 - - 1440 -
Stage 1 910 -----
Stage 2 965 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 811 937 - - 1440 -
Mov Cap-2 Maneuver 811 -----
Stage 1 910 -----
Stage 2 965 -----
Approach WB NB SB
HCM Control Delay, s 9.8 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 811 1440 -
HCM Lane V/C Ratio - - 0.076 - -
HCM Control Delay (s) - - 9.8 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.2 0 -
2513
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 186 392 356 54 0 110
Future Vol, veh/h 186 392 356 54 0 110
Conflicting Peds, #/hr 0 00000
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, % 1 10000
Mvmt Flow 202 426 387 59 0 120
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 446 0 - 0 - 223
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.115 - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.2095 - - - - 3.3
Pot Cap-1 Maneuver 1119 - - - 0 787
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1119 - - - - 787
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 2.9 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1119 - - - 787
HCM Lane V/C Ratio 0.181 - - - 0.152
HCM Control Delay (s) 8.9 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.7 - - - 0.5
2514
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Project Driveway 4/Stanford Avenue & Perrin Road Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 0 32 0 0 0 19 13 0 0 4 12
Future Vol, veh/h 13 0 32 0 0 0 19 13 0 0 4 12
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 62 62 62 62 62 62 62 62 62 62 62 62
Heavy Vehicles, % 0 20222002200
Mvmt Flow 21 0 52 0 0 0 31 21 0 0 6 19
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2 0 0 52 0 0 83 70 26 81 96 2
Stage 1 - - - - - - 68 68 - 2 2 -
Stage 2 - - - - - - 15 2 - 79 94 -
Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.22 7.12 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.12 5.5 -
Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.318 3.518 4 3.3 Pot Cap-1 Maneuver 1634 - - 1554 - - 909 824 1050 907 798 1088 Stage 1 - - - - - - 947 842 - 1021 898 -
Stage 2 - ----- 1010 898 - 930 821 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1634 - - 1554 - - 878 813 1050 881 788 1088 Mov Cap-2 Maneuver - - - - - - 878 813 - 881 788 -
Stage 1 - - - - - - 935 831 - 1008 898 -
Stage 2 - - - - - - 985 898 - 895 810 -
Approach EB WB NB SB
HCM Control Delay, s 2.1 0 9.5 8.7

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 850 1634 - - 1554 - - 993
HCM Lane V/C Ratio 0.061 0.013 ----- 0.026
HCM Control Delay (s) 9.5 7.2 0 - 0 - - 8.7
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1
2515
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 133 238 21 138 58 130 775 19 49 770 75 Future Volume (veh/h) 69 133 238 21 138 58 130 775 19 49 770 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 87 168 301 27 175 73 165 981 24 62 975 95 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 222333222111
Cap, veh/h 108 402 341 67 224 93 189 2707 840 96 2459 742 Arrive On Green 0.06 0.21 0.21 0.04 0.18 0.18 0.11 0.53 0.53 0.05 0.48 0.48 Sat Flow, veh/h 1781 1870 1585 1767 1243 519 1781 5106 1585 1795 5147 1554 Grp Volume(v), veh/h 87 168 301 27 0 248 165 981 24 62 975 95 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1767 0 1762 1781 1702 1585 1795 1716 1554 Q Serve(g_s), s 6.5 10.5 24.8 2.0 0.0 18.1 12.3 15.1 1.0 4.6 16.5 4.6 Cycle Q Clear(g_c), s 6.5 10.5 24.8 2.0 0.0 18.1 12.3 15.1 1.0 4.6 16.5 4.6 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 402 341 67 0 317 189 2707 840 96 2459 742 V/C Ratio(X) 0.80 0.42 0.88 0.40 0.00 0.78 0.87 0.36 0.03 0.65 0.40 0.13 Avail Cap(c_a), veh/h 182 603 511 202 0 568 194 2707 840 196 2459 742 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.6 45.7 51.4 63.5 0.0 52.8 59.5 18.4 15.1 62.6 22.7 19.6 Incr Delay (d2), s/veh 5.1 0.8 12.7 1.5 0.0 9.1 27.5 0.3 0.1 2.7 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 4.9 10.9 0.9 0.0 8.7 6.9 5.7 0.4 2.1 6.4 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.7 46.5 64.0 64.9 0.0 61.9 87.0 18.8 15.2 65.3 23.2 20.0 LnGrp LOS E D EEAEFBBECB
Approach Vol, veh/h 556 275 1170 1132
Approach Delay, s/veh 59.3 62.2 28.3 25.2
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.6 70.2 14.4 30.8 12.5 77.3 9.7 35.5 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 14.7 39.3 13.8 43.5 14.7 39.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 14.3 18.5 8.5 20.1 6.6 17.1 4.0 26.8 Green Ext Time (p_c), s 0.0 12.9 0.0 2.6 0.0 13.0 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
2516
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 406 150 297 618 244 185 872 213 251 1270 201 Future Volume (veh/h) 107 406 150 297 618 244 185 872 213 251 1270 201 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 122 461 170 338 702 277 210 991 242 285 1443 228 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22333333111
Cap, veh/h 189 662 295 384 888 395 259 2195 681 334 2335 713 Arrive On Green 0.05 0.19 0.19 0.11 0.25 0.25 0.08 0.43 0.43 0.10 0.45 0.45 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1572 Grp Volume(v), veh/h 122 461 170 338 702 277 210 991 242 285 1443 228 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1714 1763 1571 1714 1689 1571 1742 1716 1572 Q Serve(g_s), s 5.0 17.6 14.2 14.1 27.0 23.2 8.7 20.0 15.0 11.7 30.9 13.4 Cycle Q Clear(g_c), s 5.0 17.6 14.2 14.1 27.0 23.2 8.7 20.0 15.0 11.7 30.9 13.4 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 189 662 295 384 888 395 259 2195 681 334 2335 713 V/C Ratio(X) 0.64 0.70 0.58 0.88 0.79 0.70 0.81 0.45 0.36 0.85 0.62 0.32 Avail Cap(c_a), veh/h 462 1073 479 430 1065 474 442 2195 681 449 2335 713 HCM Platoon Ratio 1.00 1.00 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 0.09 0.09 0.09 1.00 1.00 1.00 0.89 0.89 0.89 Uniform Delay (d), s/veh 67.1 55.2 53.8 63.4 50.7 49.3 66.0 28.9 27.5 64.5 30.1 25.3 Incr Delay (d2), s/veh 1.4 3.1 4.1 1.8 0.4 0.4 2.3 0.7 1.5 8.1 1.1 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/ln2.2 8.1 5.9 6.1 11.6 9.1 3.8 8.0 5.8 5.4 12.4 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 58.3 57.9 65.2 51.0 49.7 68.3 29.6 29.0 72.6 31.2 26.4 LnGrp LOS E E E E D D E C C E C C
Approach Vol, veh/h 753 1317 1443 1956
Approach Delay, s/veh 59.8 54.4 35.1 36.6
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.3 71.5 13.5 42.7 20.2 68.5 23.0 33.2 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s10.7 32.9 7.0 29.0 13.7 22.0 16.1 19.6 Green Ext Time (p_c), s 0.2 5.9 0.1 6.1 0.2 12.3 0.2 7.1 Intersection Summary
HCM 6th Ctrl Delay 43.7
HCM 6th LOS D
2517
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh100.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 126 46 17 167 306 45 256 11 126 250 3 Future Vol, veh/h 3 126 46 17 167 306 45 256 11 126 250 3 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 3 33444444222
Mvmt Flow 4 152 55 20 201 369 54 308 13 152 301 4
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 24.2 169.3 51.5 88.4

HCM LOS C F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 14% 2% 3% 33%
Vol Thru, % 82% 72% 34% 66%
Vol Right, % 4% 26% 62% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 312 175 490 379
LT Vol 45 3 17 126
Through Vol 256 126 167 250
RT Vol 11 46 306 3
Lane Flow Rate 376 211 590 457
Geometry Grp 1111
Degree of Util (X) 0.875 0.532 1.286 1.045
Departure Headway (Hd) 9.454 10.196 8.075 9.087
Convergence, Y/N Yes Yes Yes Yes
Cap 387 356 455 402
Service Time 7.454 8.196 6.075 7.087
HCM Lane V/C Ratio 0.972 0.593 1.297 1.137
HCM Control Delay 51.5 24.2 169.3 88.4
HCM Lane LOS F C F F
HCM 95th-tile Q 8.6 3 24.7 13.6
2518
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 668 241 148 724 133 191 257 89 205 459 117 Future Volume (veh/h) 84 668 241 148 724 133 191 257 89 205 459 117 Initial Q (Qb), veh 0 00000000000
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 1885 1885 1885 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 795 287 176 862 158 227 306 106 244 546 139 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 11333222222
Cap, veh/h 148 897 394 202 524 444 252 619 518 268 636 539 Arrive On Green 0.08 0.25 0.25 0.11 0.28 0.28 0.14 0.33 0.33 0.15 0.34 0.34 Sat Flow, veh/h 1795 3582 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Grp Volume(v), veh/h 100 795 287 176 862 158 227 306 106 244 546 139 Grp Sat Flow(s),veh/h/ln1795 1791 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Q Serve(g_s), s 7.0 27.8 21.7 12.7 36.7 10.4 16.3 17.0 6.3 17.5 35.4 8.2 Cycle Q Clear(g_c), s 7.0 27.8 21.7 12.7 36.7 10.4 16.3 17.0 6.3 17.5 35.4 8.2 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 148 897 394 202 524 444 252 619 518 268 636 539 V/C Ratio(X) 0.68 0.89 0.73 0.87 1.65 0.36 0.90 0.49 0.20 0.91 0.86 0.26 Avail Cap(c_a), veh/h 290 937 411 285 524 444 288 619 518 288 636 539 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 46.9 44.7 56.7 46.7 37.2 54.9 34.8 31.2 54.3 40.0 31.0 Incr Delay (d2), s/veh 1.5 8.1 5.3 14.5 299.2 0.8 25.4 2.8 0.9 28.5 14.0 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/ln3.2 12.9 8.8 6.3 59.7 4.0 8.9 8.0 2.4 9.8 18.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 55.1 50.0 71.1 345.8 38.0 80.3 37.6 32.1 82.9 54.0 32.2 LnGrp LOS E E D E F D F D C F D C
Approach Vol, veh/h 1182 1196 639 929
Approach Delay, s/veh 54.2 264.8 51.9 58.3
Approach LOS D F D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s22.4 50.2 14.7 42.7 23.6 49.0 18.8 38.6 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s18.3 37.4 9.0 38.7 19.5 19.0 14.7 29.8 Green Ext Time (p_c), s 0.1 0.0 0.1 0.0 0.1 1.8 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 118.6
HCM 6th LOS F
2519
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 684 134 213 649 113 111 193 132 152 380 201 Future Volume (veh/h) 108 684 134 213 649 113 111 193 132 152 380 201 Initial Q (Qb), veh 0 00000000000
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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 130 824 161 257 782 136 134 233 159 183 458 242 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 33222777555
Cap, veh/h 243 856 377 311 930 415 157 1124 501 588 1429 637 Arrive On Green 0.07 0.24 0.24 0.09 0.26 0.26 0.09 0.33 0.33 0.17 0.41 0.41 Sat Flow, veh/h 3428 3526 1552 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 130 824 161 257 782 136 134 233 159 183 458 242 Grp Sat Flow(s),veh/h/ln1714 1763 1552 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 5.1 32.3 12.3 10.2 29.2 9.7 10.8 6.9 10.9 6.6 12.5 15.3 Cycle Q Clear(g_c), s 5.1 32.3 12.3 10.2 29.2 9.7 10.8 6.9 10.9 6.6 12.5 15.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 243 856 377 311 930 415 157 1124 501 588 1429 637 V/C Ratio(X) 0.53 0.96 0.43 0.83 0.84 0.33 0.85 0.21 0.32 0.31 0.32 0.38 Avail Cap(c_a), veh/h 598 856 377 602 930 415 298 1124 501 588 1429 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 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.8 52.4 44.8 62.6 48.9 41.7 62.6 33.8 35.1 50.5 27.9 28.7 Incr Delay (d2), s/veh 0.7 22.1 1.1 2.2 7.3 0.7 4.9 0.4 1.6 1.4 0.6 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/ln2.2 16.4 4.7 4.5 13.4 3.8 4.8 2.9 4.2 2.9 5.2 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 74.5 45.9 64.8 56.2 42.4 67.5 34.2 36.8 51.8 28.5 30.4 LnGrp LOS E E D E E D E CDDCC
Approach Vol, veh/h 1115 1175 526 883
Approach Delay, s/veh 69.1 56.5 43.5 33.9
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s18.5 63.4 15.5 42.6 30.0 51.8 18.2 40.0 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s12.8 17.3 7.1 31.2 8.6 12.9 12.2 34.3 Green Ext Time (p_c), s 0.1 8.4 0.2 1.7 0.3 3.7 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
2520
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 81 223 265 391 716 202
Future Volume (veh/h) 81 223 265 391 716 202
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1870 1870 1870
Adj Flow Rate, veh/h 107 293 349 514 942 266
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76
Percent Heavy Veh, % 1 12222
Cap, veh/h 372 331 377 2392 1472 619
Arrive On Green 0.21 0.21 0.21 0.67 0.41 0.41
Sat Flow, veh/h 1795 1598 1781 3647 3647 1494
Grp Volume(v), veh/h 107 293 349 514 942 266
Grp Sat Flow(s),veh/h/ln1795 1598 1781 1777 1777 1494
Q Serve(g_s), s 4.3 15.1 16.3 4.7 18.0 10.8
Cycle Q Clear(g_c), s 4.3 15.1 16.3 4.7 18.0 10.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 372 331 377 2392 1472 619
V/C Ratio(X) 0.29 0.89 0.93 0.21 0.64 0.43
Avail Cap(c_a), veh/h 530 472 377 2392 1472 619
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 0.88 0.88
Uniform Delay (d), s/veh 28.4 32.7 32.8 5.3 19.8 17.7
Incr Delay (d2), s/veh 0.2 10.6 27.9 0.2 1.9 1.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.8 6.5 9.5 1.3 7.0 3.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 43.3 60.7 5.5 21.7 19.7
LnGrp LOS C D E A C B
Approach Vol, veh/h 400 863 1208
Approach Delay, s/veh 39.4 27.8 21.3
Approach LOS D C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s22.0 40.5 62.5 22.5
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s18.0 27.7 49.7 25.1
Max Q Clear Time (g_c+I1), s18.3 20.0 6.7 17.1
Green Ext Time (p_c), s 0.0 4.8 4.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
2521
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 352 341 67 399 180 153 462 20 70 823 72 Future Volume (veh/h) 41 352 341 67 399 180 153 462 20 70 823 72 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 47 405 392 77 459 207 176 531 23 80 946 83 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22111333222
Cap, veh/h 92 489 413 103 504 421 199 1760 754 103 1580 689 Arrive On Green 0.05 0.26 0.26 0.06 0.27 0.27 0.11 0.50 0.50 0.06 0.44 0.44 Sat Flow, veh/h 1781 1870 1580 1795 1885 1575 1767 3526 1511 1781 3554 1549 Grp Volume(v), veh/h 47 405 392 77 459 207 176 531 23 80 946 83 Grp Sat Flow(s),veh/h/ln1781 1870 1580 1795 1885 1575 1767 1763 1511 1781 1777 1549 Q Serve(g_s), s 3.9 30.6 36.6 6.3 35.4 16.6 14.7 13.3 1.2 6.6 30.2 4.7 Cycle Q Clear(g_c), s 3.9 30.6 36.6 6.3 35.4 16.6 14.7 13.3 1.2 6.6 30.2 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 92 489 413 103 504 421 199 1760 754 103 1580 689 V/C Ratio(X) 0.51 0.83 0.95 0.74 0.91 0.49 0.88 0.30 0.03 0.78 0.60 0.12 Avail Cap(c_a), veh/h 368 495 418 311 504 421 365 1760 754 309 1580 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.3 52.2 54.4 69.6 53.2 46.3 65.6 22.1 19.1 69.7 31.5 24.5 Incr Delay (d2), s/veh 1.6 11.7 31.5 3.9 21.0 1.3 4.7 0.4 0.1 4.6 1.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 15.7 17.8 3.0 19.3 6.6 6.8 5.5 0.4 3.1 13.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.9 63.9 86.0 73.5 74.2 47.7 70.3 22.5 19.2 74.3 33.2 24.8 LnGrp LOS E E F E E D E C B E C C
Approach Vol, veh/h 844 743 730 1109
Approach Delay, s/veh 74.6 66.8 33.9 35.6
Approach LOS E E C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.9 72.0 11.7 45.4 12.7 80.2 12.6 44.5 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s16.7 32.2 5.9 37.4 8.6 15.3 8.3 38.6 Green Ext Time (p_c), s 0.2 1.7 0.0 0.0 0.1 5.1 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 51.6
HCM 6th LOS D
2522
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 285 154 44 418 104 127 501 61 154 1119 40 Future Volume (veh/h) 15 285 154 44 418 104 127 501 61 154 1119 40 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1870 1870 1870 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 17 320 173 49 470 117 143 563 69 173 1257 45 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 5 55222333111
Cap, veh/h 62 447 376 117 513 429 169 1335 163 199 1547 55 Arrive On Green 0.04 0.24 0.24 0.07 0.27 0.27 0.10 0.42 0.42 0.11 0.44 0.44 Sat Flow, veh/h 1739 1826 1536 1781 1870 1563 1767 3151 385 1795 3525 126 Grp Volume(v), veh/h 17 320 173 49 470 117 143 314 318 173 638 664 Grp Sat Flow(s),veh/h/ln1739 1826 1536 1781 1870 1563 1767 1763 1774 1795 1791 1860 Q Serve(g_s), s 1.2 20.1 12.0 3.3 30.4 7.3 10.0 15.6 15.7 11.9 38.8 38.9 Cycle Q Clear(g_c), s 1.2 20.1 12.0 3.3 30.4 7.3 10.0 15.6 15.7 11.9 38.8 38.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.07
Lane Grp Cap(c), veh/h 62 447 376 117 513 429 169 747 752 199 786 816 V/C Ratio(X) 0.27 0.72 0.46 0.42 0.92 0.27 0.84 0.42 0.42 0.87 0.81 0.81 Avail Cap(c_a), veh/h 153 574 483 157 588 491 297 747 752 230 786 816 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.69 0.69 0.69 Uniform Delay (d), s/veh 58.7 43.2 40.2 56.1 43.9 35.6 55.6 25.3 25.3 54.7 30.6 30.6 Incr Delay (d2), s/veh 0.9 2.4 0.6 0.9 17.9 0.4 4.4 1.7 1.7 17.4 6.3 6.2 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/ln0.5 9.1 4.5 1.5 16.1 2.8 4.5 6.7 6.7 6.2 17.2 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 45.7 40.8 57.0 61.9 35.9 60.0 27.0 27.0 72.1 36.9 36.8 LnGrp LOS E D D E E D E C C E D D
Approach Vol, veh/h 510 636 775 1475
Approach Delay, s/veh 44.5 56.7 33.1 41.0
Approach LOS D E C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.0 60.6 8.5 40.0 17.9 58.7 12.2 36.3 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s12.0 40.9 3.2 32.4 13.9 17.7 5.3 22.1 Green Ext Time (p_c), s 0.1 0.0 0.0 1.9 0.0 3.9 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 42.6
HCM 6th LOS D
2523
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1049 511 0 1536 887 0 0 0 73 0 729 Future Volume (veh/h) 0 1049 511 0 1536 887 0 0 0 73 0 729 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1885 0 1885 Adj Flow Rate, veh/h 0 1116 544 0 1634 0 78 0 776
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022 101
Cap, veh/h 0 3475 856 0 3030 962 0 776
Arrive On Green 0.00 0.54 0.54 0.00 0.54 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 6696 1585 0 5611 3170 3483 0 2812
Grp Volume(v), veh/h 0 1116 544 0 1634 0 78 0 776
Grp Sat Flow(s),veh/h/ln 0 1609 1585 0 1870 1585 1742 0 1406 Q Serve(g_s), s 0.0 12.5 31.2 0.0 24.6 0.0 2.2 0.0 35.9 Cycle Q Clear(g_c), s 0.0 12.5 31.2 0.0 24.6 0.0 2.2 0.0 35.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3475 856 0 3030 962 0 776
V/C Ratio(X) 0.00 0.32 0.64 0.00 0.54 0.08 0.00 1.00
Avail Cap(c_a), veh/h 0 3959 975 0 3453 962 0 776
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.89 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.6 20.9 0.0 19.4 0.0 34.8 0.0 47.0 Incr Delay (d2), s/veh 0.0 0.2 3.6 0.0 0.6 0.0 0.1 0.0 32.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.5 11.7 0.0 10.2 0.0 0.9 0.0 15.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.9 24.5 0.0 20.0 0.0 34.9 0.0 79.2 LnGrp LOS A B C A C C A E
Approach Vol, veh/h 1660 1634 854
Approach Delay, s/veh 19.4 20.0 75.1
Approach LOS B C E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 77.0 43.2 77.0
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 80.0 35.9 80.0
Max Q Clear Time (g_c+I1), s 33.2 37.9 26.6
Green Ext Time (p_c), s 37.0 0.0 43.3
Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2524
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 899 223 0 1955 83 463 0 598 0 0 0 Future Volume (veh/h) 0 899 223 0 1955 83 463 0 598 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1885 1885 1841 0 1841 Adj Flow Rate, veh/h 0 999 0 0 2172 92 514 0 664
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 22011404
Cap, veh/h 0 2985 0 4464 934 1536 0 853
Arrive On Green 0.00 0.58 0.00 0.00 0.58 0.58 0.31 0.00 0.31 Sat Flow, veh/h 0 5274 1585 0 7993 1598 4944 0 2745
Grp Volume(v), veh/h 0 999 0 0 2172 92 514 0 664
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1527 1598 1648 0 1373 Q Serve(g_s), s 0.0 13.1 0.0 0.0 21.5 3.3 10.4 0.0 28.6 Cycle Q Clear(g_c), s 0.0 13.1 0.0 0.0 21.5 3.3 10.4 0.0 28.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2985 0 4464 934 1536 0 853
V/C Ratio(X) 0.00 0.33 0.00 0.49 0.10 0.33 0.00 0.78
Avail Cap(c_a), veh/h 0 2985 0 4464 934 1536 0 853
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 0.97 0.00 0.00 0.63 0.63 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.9 0.0 0.0 15.7 11.9 34.5 0.0 40.7 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.2 0.1 0.6 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.8 0.0 0.0 7.0 1.2 4.2 0.0 10.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.2 0.0 0.0 15.9 12.0 35.0 0.0 47.7 LnGrp LOS A B A B B D A D
Approach Vol, veh/h 999 2264 1178
Approach Delay, s/veh 14.2 15.8 42.2
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 82.8 82.8 47.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 76.0 76.0 40.4
Max Q Clear Time (g_c+I1), s 15.1 23.5 30.6
Green Ext Time (p_c), s 27.2 50.1 6.4
Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2525
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 724 Future Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 724 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 383 954 268 163 1143 190 269 330 131 212 441 778 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 33222222111
Cap, veh/h 430 2181 677 290 1985 616 319 932 347 315 1305 713 Arrive On Green 0.13 0.43 0.43 0.08 0.39 0.39 0.09 0.26 0.26 0.09 0.25 0.25 Sat Flow, veh/h 3428 5066 1572 3456 5106 1585 3456 3649 1358 3483 5147 2812 Grp Volume(v), veh/h 383 954 268 163 1143 190 269 306 155 212 441 778 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1603 1742 1716 1406 Q Serve(g_s), s 17.0 20.5 18.1 7.0 27.3 12.9 11.9 11.4 12.3 9.1 10.8 39.3 Cycle Q Clear(g_c), s 17.0 20.5 18.1 7.0 27.3 12.9 11.9 11.4 12.3 9.1 10.8 39.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00
Lane Grp Cap(c), veh/h 430 2181 677 290 1985 616 319 869 409 315 1305 713 V/C Ratio(X) 0.89 0.44 0.40 0.56 0.58 0.31 0.84 0.35 0.38 0.67 0.34 1.09 Avail Cap(c_a), veh/h 553 2181 677 557 1985 616 669 869 409 674 1305 713 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.7 31.0 30.3 68.3 37.3 32.9 69.3 47.2 47.6 68.3 47.2 57.8 Incr Delay (d2), s/veh 10.7 0.6 1.5 0.6 1.2 1.3 2.4 1.1 2.6 0.9 0.7 61.3 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/ln8.0 8.3 7.1 3.1 11.4 5.1 5.3 4.9 5.2 4.1 4.7 19.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.4 31.5 31.8 68.9 38.5 34.2 71.6 48.3 50.2 69.2 47.9 119.2 LnGrp LOS E C C E D C E D D E D F
Approach Vol, veh/h 1605 1496 730 1431
Approach Delay, s/veh 42.5 41.3 57.3 89.8
Approach LOS D D E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.5 66.3 19.0 45.3 18.0 72.7 19.3 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s19.0 29.3 11.1 14.3 9.0 22.5 13.9 41.3 Green Ext Time (p_c), s 0.4 4.8 0.3 1.6 0.2 6.5 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 57.1
HCM 6th LOS E
2526
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 259 444 0 2 0
Future Vol, veh/h 0 259 444 0 2 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 4 44400
Mvmt Flow 0 298 510 0 2 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 510 0 - 0 808 510
Stage 1 - - - - 510 -
Stage 2 - - - - 298 -
Critical Hdwy 4.14 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.236 - - - 3.5 3.3
Pot Cap-1 Maneuver 1045 - - - 353 567
Stage 1 - - - - 607 -
Stage 2 - - - - 758 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1045 - - - 353 567
Mov Cap-2 Maneuver - - - - 353 -
Stage 1 - - - - 607 -
Stage 2 - - - - 758 -
Approach EB WB SB
HCM Control Delay, s 0 0 15.3

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1045 - - - 353
HCM Lane V/C Ratio ---- 0.007
HCM Control Delay (s) 0 - - - 15.3
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0
2527
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 279.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 63 741 195 67 721 11 110 15 49 24 58 99 Future Vol, veh/h 63 741 195 67 721 11 110 15 49 24 58 99 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 3 3 3 1 1 1 10 10 10 12 12 12
Mvmt Flow 64 756 199 68 736 11 112 15 50 24 59 101
Number of Lanes 010110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1112
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1121
HCM Control Delay 420.4 219.3 20.6 20.3

HCM LOS F F C C

Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 63% 6% 100% 0% 13%
Vol Thru, % 9% 74% 0% 98% 32%
Vol Right, % 28% 20% 0% 2% 55%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 174 999 67 732 181
LT Vol 110 63 67 0 24
Through Vol 15 741 0 721 58
RT Vol 49 195 0 11 99
Lane Flow Rate 178 1019 68 747 185
Geometry Grp 25772
Degree of Util (X) 0.403 1.878 0.143 1.453 0.407
Departure Headway (Hd) 10.611 7.296 8.703 8.173 10.353
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 343 510 415 448 351
Service Time 8.611 5.296 6.403 5.873 8.353
HCM Lane V/C Ratio 0.519 1.998 0.164 1.667 0.527
HCM Control Delay 20.6 420.4 12.8 238.2 20.3
HCM Lane LOS C F B F C
HCM 95th-tile Q 1.9 59.9 0.5 32.4 1.9
2528
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 4 1 46 6 40 2 107 14 15 266 0
Future Vol, veh/h 5 4 1 46 6 40 2 107 14 15 266 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82
Heavy Vehicles, % 0 0 0 0 0 0 10 10 10 7 7 7
Mvmt Flow 6 5 1 56 7 49 2 130 17 18 324 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 531 511 324 506 503 139 324 0 0 147 0 0 Stage 1 360 360 - 143 143 -------
Stage 2 171 151 - 363 360 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.2 - - 4.17 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.29 - - 2.263 - -
Pot Cap-1 Maneuver 462 469 722 480 474 915 1192 - - 1405 - - Stage 1 662 630 - 865 782 -------
Stage 2 836 776 - 660 630 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 426 461 722 469 465 915 1192 - - 1405 - - Mov Cap-2 Maneuver 426 461 - 469 465 -------
Stage 1 661 620 - 863 780 -------
Stage 2 782 774 - 643 620 -------
Approach EB WB NB SB
HCM Control Delay, s 13.1 12.5 0.1 0.4

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1192 - - 459 595 1405 - -
HCM Lane V/C Ratio 0.002 - - 0.027 0.189 0.013 - -
HCM Control Delay (s) 8 0 - 13.1 12.5 7.6 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.7 0 - -
2529
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 45.5
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 281 85 25 373 14 137 88 17 22 211 80 Future Vol, veh/h 17 281 85 25 373 14 137 88 17 22 211 80 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 Heavy Vehicles, % 2 2 2 1 1 1 10 10 10 7 7 7
Mvmt Flow 18 296 89 26 393 15 144 93 18 23 222 84
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 20 79.2 29.3 44.9

HCM LOS C F D E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 61% 0% 100% 0% 0% 100% 0% 7%
Vol Thru, % 39% 0% 0% 100% 52% 0% 96% 67%
Vol Right, % 0% 100% 0% 0% 48% 0% 4% 26%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 225 17 17 187 179 25 387 313
LT Vol 137 0 17 0 0 25 0 22
Through Vol 88 0 0 187 94 0 373 211
RT Vol 0 17 0 0 85 0 14 80
Lane Flow Rate 237 18 18 197 188 26 407 329
Geometry Grp 88888888
Degree of Util (X) 0.656 0.044 0.048 0.502 0.46 0.07 1.029 0.834 Departure Headway (Hd) 10.275 9.227 9.968 9.444 9.096 9.642 9.091 9.385 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 353 390 361 385 399 374 403 389
Service Time 7.975 6.927 7.668 7.144 6.796 7.342 6.791 7.085 HCM Lane V/C Ratio 0.671 0.046 0.05 0.512 0.471 0.07 1.01 0.846 HCM Control Delay 30.6 12.4 13.2 21.3 19.3 13.1 83.5 44.9 HCM Lane LOS D B B C C B F E
HCM 95th-tile Q 4.4 0.1 0.2 2.7 2.3 0.2 13.1 7.7
2530
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh24.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 1 235 4 9 0 428 82 1 0 82 16
Future Vol, veh/h 10 1 235 4 9 0 428 82 1 0 82 16
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 4 44444222333
Mvmt Flow 12 1 280 5 11 0 510 98 1 0 98 19
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.5 9.8 32.9 9.9

HCM LOS B A D A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 84% 4% 31% 0%
Vol Thru, % 16% 0% 69% 84%
Vol Right, % 0% 96% 0% 16%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 511 246 13 98
LT Vol 428 10 4 0
Through Vol 82 1 9 82
RT Vol 1 235 0 16
Lane Flow Rate 608 293 15 117
Geometry Grp 1111
Degree of Util (X) 0.872 0.435 0.028 0.182
Departure Headway (Hd) 5.163 5.344 6.55 5.617
Convergence, Y/N Yes Yes Yes Yes
Cap 700 674 544 637
Service Time 3.192 3.391 4.618 3.664
HCM Lane V/C Ratio 0.869 0.435 0.028 0.184
HCM Control Delay 32.9 12.5 9.8 9.9
HCM Lane LOS D B A A
HCM 95th-tile Q 10.5 2.2 0.1 0.7
2531
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 24 9 496 313 8
Future Vol, veh/h 10 24 9 496 313 8
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 7 72233
Mvmt Flow 12 28 10 577 364 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 966 369 373 0 - 0
Stage 1 369 -----
Stage 2 597 -----
Critical Hdwy 6.47 6.27 4.12 - - -
Critical Hdwy Stg 1 5.47 -----
Critical Hdwy Stg 2 5.47 -----
Follow-up Hdwy 3.563 3.363 2.218 - - -
Pot Cap-1 Maneuver 276 666 1185 - - -
Stage 1 688 -----
Stage 2 540 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 273 666 1185 - - -
Mov Cap-2 Maneuver 273 -----
Stage 1 680 -----
Stage 2 540 -----
Approach EB NB SB
HCM Control Delay, s 13.4 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1185 - 468 - -
HCM Lane V/C Ratio 0.009 - 0.084 - -
HCM Control Delay (s) 8.1 0 13.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
2532
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 574 140 37 447 370 208 97 38 185 142 27 Future Volume (veh/h) 32 574 140 37 447 370 208 97 38 185 142 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 33 598 146 39 466 385 217 101 40 193 148 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222444
Cap, veh/h 71 795 347 76 424 359 240 896 759 216 703 133 Arrive On Green 0.04 0.22 0.22 0.04 0.23 0.23 0.13 0.48 0.48 0.12 0.47 0.47 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1505 285 Grp Volume(v), veh/h 33 598 146 39 466 385 217 101 40 193 0 176 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1789 Q Serve(g_s), s 2.7 23.6 12.1 3.2 34.0 34.0 18.0 4.5 2.0 16.3 0.0 8.7 Cycle Q Clear(g_c), s 2.7 23.6 12.1 3.2 34.0 34.0 18.0 4.5 2.0 16.3 0.0 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 71 795 347 76 424 359 240 896 759 216 0 836 V/C Ratio(X) 0.46 0.75 0.42 0.51 1.10 1.07 0.90 0.11 0.05 0.89 0.00 0.21 Avail Cap(c_a), veh/h 368 806 351 368 424 359 368 896 759 362 0 836 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 70.4 54.3 49.9 70.3 58.0 58.0 63.9 21.5 20.9 64.8 0.0 23.6 Incr Delay (d2), s/veh 1.8 4.6 1.5 2.0 73.3 67.8 13.2 0.3 0.1 8.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 10.9 4.8 1.5 24.2 20.2 8.9 2.0 0.8 7.7 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.2 58.9 51.4 72.2 131.3 125.8 77.2 21.8 21.0 73.2 0.0 24.2 LnGrp LOS E E D E F F E C C E A C
Approach Vol, veh/h 777 890 358 369
Approach Delay, s/veh 58.1 126.3 55.3 49.8
Approach LOS E F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.2 75.8 10.0 40.0 22.5 77.6 10.4 39.6 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 20.0 10.7 4.7 36.0 18.3 6.5 5.2 25.6 Green Ext Time (p_c), s 0.2 0.8 0.0 0.0 0.2 0.6 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 81.8
HCM 6th LOS F
2533
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 6 19 17 8 30 7 202 7 19 317 51
Future Vol, veh/h 25 6 19 17 8 30 7 202 7 19 317 51
Conflicting Peds, #/hr 2 00002000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 00000333111
Mvmt Flow 27 7 21 19 9 33 8 222 8 21 348 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 655 636 348 674 688 228 404 0 0 230 0 0 Stage 1 390 390 - 242 242 -------
Stage 2 265 246 - 432 446 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.13 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.227 - - 2.209 - -
Pot Cap-1 Maneuver 382 398 700 371 372 816 1149 - - 1344 - - Stage 1 638 611 - 766 709 -------
Stage 2 745 706 - 606 577 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 353 389 700 349 363 814 1149 - - 1344 - - Mov Cap-2 Maneuver 353 389 - 349 363 -------
Stage 1 634 601 - 761 704 -------
Stage 2 700 701 - 572 568 -------
Approach EB WB NB SB
HCM Control Delay, s 14.3 13 0.3 0.4

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1149 - - 441 511 1344 - -
HCM Lane V/C Ratio 0.007 - - 0.125 0.118 0.016 - -
HCM Control Delay (s) 8.2 - - 14.3 13 7.7 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0 - - 0.4 0.4 0 - -
2534
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 214 87 73 278 37 111 158 37 39 282 32 Future Volume (veh/h) 20 214 87 73 278 37 111 158 37 39 282 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 22 233 95 79 302 40 121 172 40 42 307 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 111111111111
Cap, veh/h 27 366 144 101 355 299 147 1152 977 54 1055 894 Arrive On Green 0.02 0.15 0.15 0.06 0.19 0.19 0.08 0.61 0.61 0.03 0.56 0.56 Sat Flow, veh/h 1795 2485 977 1795 1885 1585 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 22 165 163 79 302 40 121 172 40 42 307 35 Grp Sat Flow(s),veh/h/ln 1795 1791 1671 1795 1885 1585 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 1.5 10.4 11.0 5.2 18.6 2.5 8.0 4.7 1.2 2.8 10.3 1.2 Cycle Q Clear(g_c), s 1.5 10.4 11.0 5.2 18.6 2.5 8.0 4.7 1.2 2.8 10.3 1.2 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 27 264 246 101 355 299 147 1152 977 54 1055 894 V/C Ratio(X) 0.81 0.63 0.66 0.78 0.85 0.13 0.82 0.15 0.04 0.78 0.29 0.04 Avail Cap(c_a), veh/h 239 518 483 239 545 458 239 1152 977 239 1055 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 58.9 48.1 48.3 55.9 47.1 40.5 54.2 10.0 9.3 57.8 13.9 11.9 Incr Delay (d2), s/veh 19.1 3.8 4.7 4.9 7.1 0.2 4.8 0.3 0.1 8.5 0.7 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/ln 0.8 4.8 4.8 2.4 9.1 1.0 3.7 1.9 0.4 1.4 4.2 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.0 51.9 53.0 60.9 54.2 40.7 59.0 10.2 9.4 66.3 14.6 12.0 LnGrp LOS E D D E D D EBAEBB
Approach Vol, veh/h 350 421 333 384
Approach Delay, s/veh 54.1 54.1 27.9 20.0
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 72.4 5.8 27.9 7.6 78.7 10.7 23.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 16.0 34.7 16.0 34.7 16.0 34.7 16.0 34.7 Max Q Clear Time (g_c+I1), s 10.0 12.3 3.5 20.6 4.8 6.7 7.2 13.0 Green Ext Time (p_c), s 0.1 1.9 0.0 1.2 0.0 1.1 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
2535
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 135 0 31 516 450 0 0 357 408 Future Volume (veh/h) 0 0 0 135 0 31 516 450 0 0 357 408 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 0 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 138 0 32 527 459 0 0 364 416
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 101110011
Cap, veh/h 184 0 164 596 2746 0 0 965 860
Arrive On Green 0.10 0.00 0.10 0.29 1.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1795 0 1598 3483 3676 0 0 1885 1598
Grp Volume(v), veh/h 138 0 32 527 459 0 0 364 416
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1742 1791 0 0 1791 1598 Q Serve(g_s), s 7.5 0.0 1.8 14.5 0.0 0.0 0.0 11.8 16.2
Cycle Q Clear(g_c), s 7.5 0.0 1.8 14.5 0.0 0.0 0.0 11.8 16.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 184 0 164 596 2746 0 0 965 860
V/C Ratio(X) 0.75 0.00 0.20 0.88 0.17 0.00 0.00 0.38 0.48 Avail Cap(c_a), veh/h 429 0 382 801 2746 0 0 965 860
HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.93 0.93 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 41.1 34.8 0.0 0.0 0.0 13.4 14.4 Incr Delay (d2), s/veh 12.3 0.0 1.2 7.0 0.1 0.0 0.0 1.1 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.8 5.7 0.0 0.0 0.0 4.5 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 0.0 42.3 41.8 0.1 0.0 0.0 14.5 16.3 LnGrp LOS E A D D AAABB
Approach Vol, veh/h 170 986 780
Approach Delay, s/veh 53.4 22.4 15.5
Approach LOS D C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 83.5 22.8 60.7 16.5
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 23 34.3 23.9
Max Q Clear Time (g_c+I1), s 2.0 16.5 18.2 9.5
Green Ext Time (p_c), s 5.6 0.6 7.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2536
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 0 338 0 0 0 0 807 96 14 479 0 Future Volume (veh/h) 159 0 338 0 0 0 0 807 96 14 479 0 Initial Q (Qb), veh 0 0 0 000000
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 1856 0 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 167 0 356 0 849 101 15 504 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, % 3 0 3 011220
Cap, veh/h 877 0 402 0 1729 206 36 2187 0
Arrive On Green 0.26 0.00 0.26 0.00 0.54 0.54 0.02 0.62 0.00 Sat Flow, veh/h 3428 0 1572 0 3309 382 1781 3647 0
Grp Volume(v), veh/h 167 0 356 0 473 477 15 504 0
Grp Sat Flow(s),veh/h/ln1714 0 1572 0 1791 1807 1781 1777 0 Q Serve(g_s), s 3.8 0.0 21.8 0.0 16.6 16.6 0.8 6.4 0.0
Cycle Q Clear(g_c), s 3.8 0.0 21.8 0.0 16.6 16.6 0.8 6.4 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 877 0 402 0 963 972 36 2187 0
V/C Ratio(X) 0.19 0.00 0.89 0.00 0.49 0.49 0.41 0.23 0.00 Avail Cap(c_a), veh/h 998 0 458 0 963 972 285 2187 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 29.1 0.0 35.8 0.0 14.5 14.5 48.4 8.6 0.0 Incr Delay (d2), s/veh 0.2 0.0 19.2 0.0 1.8 1.8 2.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 10.2 0.0 6.4 6.5 0.4 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 0.0 55.0 0.0 16.3 16.3 50.8 8.8 0.0 LnGrp LOS C A D A B B D A A
Approach Vol, veh/h 523 950 519
Approach Delay, s/veh 46.8 16.3 10.1
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.7 60.6 31.7 68.3
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 16 36.3 29.1 58.0
Max Q Clear Time (g_c+I1), s2.8 18.6 23.8 8.4
Green Ext Time (p_c), s 0.0 10.3 1.8 6.1
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2537
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 23
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 0 64 7 0 77
Future Vol, veh/h 19 0 64 7 0 77
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 21 0 70 8 0 84
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 158 74 0 0 78 0
Stage 1 74 -----
Stage 2 84 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 838 993 - - 1459 -
Stage 1 954 -----
Stage 2 944 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 838 993 - - 1459 -
Mov Cap-2 Maneuver 838 -----
Stage 1 954 -----
Stage 2 944 -----
Approach WB NB SB
HCM Control Delay, s 9.4 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 838 1459 -
HCM Lane V/C Ratio - - 0.025 - -
HCM Control Delay (s) - - 9.4 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
2538
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 24
Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 85 0 70 19 0 96
Future Vol, veh/h 85 0 70 19 0 96
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 92 0 76 21 0 104
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 191 87 0 0 97 0
Stage 1 87 -----
Stage 2 104 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 803 977 - - 1436 -
Stage 1 941 -----
Stage 2 925 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 803 977 - - 1436 -
Mov Cap-2 Maneuver 803 -----
Stage 1 941 -----
Stage 2 925 -----
Approach WB NB SB
HCM Control Delay, s 10.1 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 803 1436 -
HCM Lane V/C Ratio - - 0.115 - -
HCM Control Delay (s) - - 10.1 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.4 0 -
2539
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 57 757 635 16 0 164
Future Vol, veh/h 57 757 635 16 0 164
Conflicting Peds, #/hr 0 00000
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 21100
Mvmt Flow 62 823 690 17 0 178
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 707 0 - 0 - 354
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.13 - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.219 - - - - 3.3
Pot Cap-1 Maneuver 889 - - - 0 648
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 889 - - - - 648
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0.7 0 12.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 889 - - - 648
HCM Lane V/C Ratio 0.07 - - - 0.275
HCM Control Delay (s) 9.4 - - - 12.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.2 - - - 1.1
2540
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Project Driveway 4/Stanford Avenue & Perrin Road Near Term (2028) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 0 10 0 0 0 28 19 0 0 1 15
Future Vol, veh/h 15 0 10 0 0 0 28 19 0 0 1 15
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 7 27222002277
Mvmt Flow 18 0 12 0 0 0 34 23 0 0 1 18
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 12 0 0 53 43 6 55 49 1
Stage 1 - - - - - - 42 42 - 1 1 -
Stage 2 - - - - - - 11 1 - 54 48 -
Critical Hdwy 4.17 - - 4.12 - - 7.1 6.5 6.22 7.12 6.57 6.27 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.57 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.12 5.57 -
Follow-up Hdwy 2.263 - - 2.218 - - 3.5 4 3.318 3.518 4.063 3.363 Pot Cap-1 Maneuver 1589 - - 1607 - - 951 853 1077 943 833 1069 Stage 1 - - - - - - 978 864 - 1022 885 -
Stage 2 - ----- 1015 899 - 958 845 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1589 - - 1607 - - 926 844 1077 916 824 1069 Mov Cap-2 Maneuver - - - - - - 926 844 - 916 824 -
Stage 1 - - - - - - 967 854 - 1011 885 -
Stage 2 - - - - - - 996 899 - 922 836 -
Approach EB WB NB SB
HCM Control Delay, s 4.4 0 9.3 8.5

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 891 1589 - - 1607 - - 1049
HCM Lane V/C Ratio 0.064 0.011 ----- 0.018
HCM Control Delay (s) 9.3 7.3 0 - 0 - - 8.5
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1
2541
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 57 128 42 100 28 170 749 36 55 670 12 Future Volume (veh/h) 12 57 128 42 100 28 170 749 36 55 670 12 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 14 65 145 48 114 32 193 851 41 62 761 14 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 000111000111
Cap, veh/h 44 209 177 89 175 49 197 3233 1003 96 2922 886 Arrive On Green 0.02 0.11 0.11 0.05 0.12 0.12 0.11 0.62 0.62 0.05 0.57 0.57 Sat Flow, veh/h 1810 1900 1610 1795 1416 398 1810 5187 1610 1795 5147 1560 Grp Volume(v), veh/h 14 65 145 48 0 146 193 851 41 62 761 14 Grp Sat Flow(s),veh/h/ln 1810 1900 1610 1795 0 1814 1810 1729 1610 1795 1716 1560 Q Serve(g_s), s 1.0 4.3 11.9 3.5 0.0 10.4 14.4 10.0 1.3 4.6 10.1 0.5 Cycle Q Clear(g_c), s 1.0 4.3 11.9 3.5 0.0 10.4 14.4 10.0 1.3 4.6 10.1 0.5 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 209 177 89 0 224 197 3233 1003 96 2922 886 V/C Ratio(X) 0.32 0.31 0.82 0.54 0.00 0.65 0.98 0.26 0.04 0.65 0.26 0.02 Avail Cap(c_a), veh/h 185 612 519 205 0 584 197 3233 1003 196 2922 886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.49 0.49 0.49 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.8 55.3 58.7 62.7 0.0 56.4 60.0 11.5 9.8 62.6 14.8 12.7 Incr Delay (d2), s/veh 1.5 1.0 10.5 1.9 0.0 7.0 39.2 0.1 0.0 2.7 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/ln 0.5 2.1 5.3 1.6 0.0 5.1 8.5 3.5 0.5 2.1 3.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 56.3 69.2 64.6 0.0 63.4 99.2 11.6 9.9 65.3 15.0 12.8 LnGrp LOS EEEEAEFBAEBB
Approach Vol, veh/h 224 194 1085 837
Approach Delay, s/veh 65.3 63.7 27.1 18.7
Approach LOS E E C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 82.3 9.5 23.2 12.5 89.8 11.3 21.4 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 14.7 39.3 13.8 43.5 14.7 39.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 16.4 12.1 3.0 12.4 6.6 12.0 5.5 13.9 Green Ext Time (p_c), s 0.0 11.3 0.0 1.5 0.0 13.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 30.8
HCM 6th LOS C
2542
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 252 689 123 340 594 304 279 1382 472 330 1001 197 Future Volume (veh/h) 252 689 123 340 594 304 279 1382 472 330 1001 197 Initial Q (Qb), veh 0 00000000000
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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 268 733 131 362 632 323 297 1470 502 351 1065 210 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00000000111
Cap, veh/h 319 926 413 408 1047 467 347 1767 548 398 1833 561 Arrive On Green 0.09 0.26 0.26 0.12 0.29 0.29 0.10 0.34 0.34 0.11 0.36 0.36 Sat Flow, veh/h 3510 3610 1610 3510 3610 1609 3510 5187 1609 3483 5147 1575 Grp Volume(v), veh/h 268 733 131 362 632 323 297 1470 502 351 1065 210 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1805 1609 1755 1729 1609 1742 1716 1575 Q Serve(g_s), s 10.9 27.5 9.5 14.7 21.8 25.9 12.1 37.8 43.4 14.4 24.4 14.4 Cycle Q Clear(g_c), s 10.9 27.5 9.5 14.7 21.8 25.9 12.1 37.8 43.4 14.4 24.4 14.4 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 319 926 413 408 1047 467 347 1767 548 398 1833 561 V/C Ratio(X) 0.84 0.79 0.32 0.89 0.60 0.69 0.86 0.83 0.92 0.88 0.58 0.37 Avail Cap(c_a), veh/h 470 1090 486 441 1090 486 453 1767 548 449 1833 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 64.9 50.3 43.6 63.1 44.3 45.7 64.3 44.0 45.8 63.3 37.9 34.7 Incr Delay (d2), s/veh 5.8 4.8 1.0 2.0 0.1 0.4 9.9 4.7 22.5 15.1 1.3 1.8 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/ln5.1 12.9 3.9 6.5 9.5 10.3 5.8 16.3 20.4 7.1 10.1 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.7 55.1 44.7 65.1 44.4 46.1 74.2 48.7 68.3 78.3 39.2 36.5 LnGrp LOS E E D E D D E D E E D D
Approach Vol, veh/h 1132 1317 2269 1626
Approach Delay, s/veh 57.6 50.5 56.4 47.3
Approach LOS E D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.6 57.4 18.8 48.3 22.9 55.1 23.7 43.4 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s14.1 26.4 12.9 27.9 16.4 45.4 16.7 29.5 Green Ext Time (p_c), s 0.2 9.9 0.3 6.1 0.2 0.0 0.1 7.6 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
2543
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh16.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 96 34 17 105 105 49 243 18 105 239 2 Future Vol, veh/h 3 96 34 17 105 105 49 243 18 105 239 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 1 11000111111
Mvmt Flow 3 109 39 19 119 119 56 276 20 119 272 2
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.3 14.3 17.5 19.9

HCM LOS B B C C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 16% 2% 7% 30%
Vol Thru, % 78% 72% 46% 69%
Vol Right, % 6% 26% 46% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 310 133 227 346
LT Vol 49 3 17 105
Through Vol 243 96 105 239
RT Vol 18 34 105 2
Lane Flow Rate 352 151 258 393
Geometry Grp 1111
Degree of Util (X) 0.591 0.28 0.447 0.657
Departure Headway (Hd) 6.035 6.659 6.241 6.015
Convergence, Y/N Yes Yes Yes Yes
Cap 595 538 575 598
Service Time 4.087 4.724 4.299 4.065
HCM Lane V/C Ratio 0.592 0.281 0.449 0.657
HCM Control Delay 17.5 12.3 14.3 19.9
HCM Lane LOS C B B C
HCM 95th-tile Q 3.8 1.1 2.3 4.8
2544
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 981 153 105 868 201 195 489 150 151 346 103 Future Volume (veh/h) 137 981 153 105 868 201 195 489 150 151 346 103 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 147 1055 165 113 933 216 210 526 161 162 372 111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 173 984 439 151 497 421 236 723 613 188 673 571 Arrive On Green 0.10 0.27 0.27 0.08 0.26 0.26 0.13 0.38 0.38 0.10 0.36 0.36 Sat Flow, veh/h 1795 3582 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 147 1055 165 113 933 216 210 526 161 162 372 111 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 10.5 35.7 10.9 7.9 34.0 14.9 15.0 31.0 9.0 11.5 20.5 6.2 Cycle Q Clear(g_c), s 10.5 35.7 10.9 7.9 34.0 14.9 15.0 31.0 9.0 11.5 20.5 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 984 439 151 497 421 236 723 613 188 673 571 V/C Ratio(X) 0.85 1.07 0.38 0.75 1.88 0.51 0.89 0.73 0.26 0.86 0.55 0.19 Avail Cap(c_a), veh/h 290 984 439 292 497 421 290 723 613 290 673 571 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) 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 47.1 38.1 58.3 48.0 40.9 55.6 34.3 27.5 57.3 33.5 28.9 Incr Delay (d2), s/veh 2.8 43.4 0.4 2.8 402.5 1.7 21.5 6.3 1.0 9.7 3.2 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 21.1 4.2 3.6 70.9 5.9 8.0 14.9 3.5 5.6 9.7 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.6 90.5 38.6 61.1 450.5 42.6 77.0 40.6 28.5 66.9 36.7 29.6 LnGrp LOS E F D E F D E D C E D C
Approach Vol, veh/h 1367 1262 897 645
Approach Delay, s/veh 81.0 345.8 46.9 43.1
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.1 52.4 16.5 40.0 17.6 55.9 14.8 41.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s17.0 22.5 12.5 36.0 13.5 33.0 9.9 37.7 Green Ext Time (p_c), s 0.1 2.6 0.1 0.0 0.1 0.4 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 148.0
HCM 6th LOS F
2545
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 863 155 164 874 142 203 392 175 131 265 156 Future Volume (veh/h) 186 863 155 164 874 142 203 392 175 131 265 156 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 196 908 163 173 920 149 214 413 184 138 279 164 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 11000000000
Cap, veh/h 249 870 387 250 877 391 238 1255 560 612 1409 628 Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.24 0.13 0.35 0.35 0.17 0.39 0.39 Sat Flow, veh/h 3483 3582 1594 3510 3610 1610 1810 3610 1610 3510 3610 1610 Grp Volume(v), veh/h 196 908 163 173 920 149 214 413 184 138 279 164 Grp Sat Flow(s),veh/h/ln1742 1791 1594 1755 1805 1610 1810 1805 1610 1755 1805 1610 Q Serve(g_s), s 7.8 34.0 12.1 6.7 34.0 10.8 16.3 11.8 11.8 4.7 7.1 9.7 Cycle Q Clear(g_c), s 7.8 34.0 12.1 6.7 34.0 10.8 16.3 11.8 11.8 4.7 7.1 9.7 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 249 870 387 250 877 391 238 1255 560 612 1409 628 V/C Ratio(X) 0.79 1.04 0.42 0.69 1.05 0.38 0.90 0.33 0.33 0.23 0.20 0.26 Avail Cap(c_a), veh/h 607 870 387 612 877 391 315 1255 560 612 1409 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 53.0 44.7 63.5 53.0 44.2 59.8 33.6 33.6 49.7 28.2 29.0 Incr Delay (d2), s/veh 2.1 42.3 1.1 1.3 44.2 0.9 18.1 0.7 1.5 0.9 0.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 19.9 4.8 3.0 20.2 4.3 8.5 5.2 4.7 2.1 3.1 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.0 95.3 45.8 64.8 97.2 45.1 77.9 34.3 35.1 50.5 28.5 30.0 LnGrp LOS E F D E F D E CDDCC
Approach Vol, veh/h 1267 1242 811 581
Approach Delay, s/veh 84.4 86.4 46.0 34.2
Approach LOS F F D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 60.3 15.6 40.0 30.0 54.4 15.6 40.0 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s18.3 11.7 9.8 36.0 6.7 13.8 8.7 36.0 Green Ext Time (p_c), s 0.1 6.1 0.3 0.0 0.2 5.9 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 69.6
HCM 6th LOS E
2546
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 90 89 157 810 545 74
Future Volume (veh/h) 90 89 157 810 545 74
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1900 1900
Adj Flow Rate, veh/h 111 110 194 1000 673 91
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Percent Heavy Veh, % 1 11100
Cap, veh/h 168 150 232 2817 2202 982
Arrive On Green 0.09 0.09 0.13 0.79 0.61 0.61
Sat Flow, veh/h 1795 1598 1795 3676 3705 1610
Grp Volume(v), veh/h 111 110 194 1000 673 91
Grp Sat Flow(s),veh/h/ln1795 1598 1795 1791 1805 1610
Q Serve(g_s), s 5.1 5.7 9.0 7.0 7.6 2.0
Cycle Q Clear(g_c), s 5.1 5.7 9.0 7.0 7.6 2.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 168 150 232 2817 2202 982
V/C Ratio(X) 0.66 0.74 0.84 0.36 0.31 0.09
Avail Cap(c_a), veh/h 530 472 380 2817 2202 982
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 0.94 0.94
Uniform Delay (d), s/veh 37.2 37.5 36.1 2.7 7.9 6.9
Incr Delay (d2), s/veh 1.7 2.6 3.7 0.4 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.2 2.2 3.9 1.2 2.4 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.9 40.1 39.8 3.0 8.3 7.0
LnGrp LOS D D D A A A
Approach Vol, veh/h 221 1194 764
Approach Delay, s/veh 39.5 9.0 8.1
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s15.0 57.2 72.1 12.9
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s18.0 27.7 49.7 25.1
Max Q Clear Time (g_c+I1), s11.0 9.6 9.0 7.7
Green Ext Time (p_c), s 0.1 5.4 10.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
2547
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 472 393 43 449 74 312 882 46 43 553 48 Future Volume (veh/h) 55 472 393 43 449 74 312 882 46 43 553 48 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 59 502 418 46 478 79 332 938 49 46 588 51 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00111111000
Cap, veh/h 99 503 426 92 492 416 352 1823 795 93 1313 571 Arrive On Green 0.05 0.26 0.26 0.05 0.26 0.26 0.20 0.51 0.51 0.05 0.36 0.36 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1561 1810 3610 1570 Grp Volume(v), veh/h 59 502 418 46 478 79 332 938 49 46 588 51 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1561 1810 1805 1570 Q Serve(g_s), s 4.8 39.6 38.7 3.7 37.7 5.8 27.3 26.1 2.4 3.7 18.6 3.2 Cycle Q Clear(g_c), s 4.8 39.6 38.7 3.7 37.7 5.8 27.3 26.1 2.4 3.7 18.6 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 99 503 426 92 492 416 352 1823 795 93 1313 571 V/C Ratio(X) 0.59 1.00 0.98 0.50 0.97 0.19 0.94 0.51 0.06 0.50 0.45 0.09 Avail Cap(c_a), veh/h 374 503 426 311 492 416 371 1823 795 314 1313 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 0.56 0.56 0.56 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.3 55.1 54.8 69.3 54.9 43.1 59.4 24.5 18.7 69.3 36.3 31.4 Incr Delay (d2), s/veh 2.1 39.7 38.5 1.6 33.3 0.3 20.8 0.6 0.1 1.5 1.1 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/ln2.2 24.0 19.8 1.7 22.0 2.3 14.2 10.9 0.9 1.7 8.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.4 94.8 93.3 70.9 88.2 43.4 80.2 25.1 18.8 70.8 37.4 31.7 LnGrp LOS E F F E F D F C B E D C
Approach Vol, veh/h 979 603 1319 685
Approach Delay, s/veh 92.7 81.0 38.7 39.2
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s33.4 59.9 12.2 44.4 11.7 81.6 11.7 45.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s29.3 20.6 6.8 39.7 5.7 28.1 5.7 41.6 Green Ext Time (p_c), s 0.1 4.6 0.1 0.0 0.0 6.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 60.7
HCM 6th LOS E
2548
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 357 176 36 322 116 147 1164 67 107 865 17 Future Volume (veh/h) 22 357 176 36 322 116 147 1164 67 107 865 17 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 24 388 191 39 350 126 160 1265 73 116 940 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11111000000
Cap, veh/h 81 434 367 107 460 390 187 1597 92 171 1636 31 Arrive On Green 0.05 0.23 0.23 0.06 0.24 0.24 0.10 0.46 0.46 0.09 0.45 0.45 Sat Flow, veh/h 1795 1885 1596 1795 1885 1598 1810 3464 200 1810 3621 69 Grp Volume(v), veh/h 24 388 191 39 350 126 160 658 680 116 469 489 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1859 1810 1805 1886 Q Serve(g_s), s 1.6 24.9 13.1 2.6 21.5 8.1 10.9 38.7 38.8 7.8 24.0 24.0 Cycle Q Clear(g_c), s 1.6 24.9 13.1 2.6 21.5 8.1 10.9 38.7 38.8 7.8 24.0 24.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.04
Lane Grp Cap(c), veh/h 81 434 367 107 460 390 187 832 857 171 816 852 V/C Ratio(X) 0.30 0.89 0.52 0.37 0.76 0.32 0.85 0.79 0.79 0.68 0.57 0.57 Avail Cap(c_a), veh/h 158 593 502 158 593 502 304 832 857 232 816 852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 57.7 46.6 42.1 56.5 43.8 38.8 55.1 28.6 28.6 54.8 25.4 25.4 Incr Delay (d2), s/veh 0.7 11.6 0.8 0.8 4.4 0.5 6.6 7.6 7.5 1.4 2.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 12.7 5.1 1.2 10.3 3.2 5.2 17.4 18.0 3.5 10.3 10.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.5 58.2 42.9 57.3 48.3 39.3 61.7 36.1 36.1 56.2 27.7 27.6 LnGrp LOS E E D E D D E D D E C C
Approach Vol, veh/h 603 515 1498 1074
Approach Delay, s/veh 53.4 46.8 38.8 30.7
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.9 62.2 9.7 36.2 15.8 63.3 11.4 34.5 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s12.9 26.0 3.6 23.5 9.8 40.8 4.6 26.9 Green Ext Time (p_c), s 0.1 3.5 0.0 2.2 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
2549
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1755 545 0 1595 766 0 0 0 73 0 342 Future Volume (veh/h) 0 1755 545 0 1595 766 0 0 0 73 0 342 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1773 551 0 1505 0 74 0 345
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 11011 101
Cap, veh/h 0 3284 809 0 2864 571 0 461
Arrive On Green 0.00 0.51 0.51 0.00 0.51 0.00 0.16 0.00 0.16 Sat Flow, veh/h 0 6749 1598 0 5656 3195 3483 0 2812
Grp Volume(v), veh/h 0 1773 551 0 1505 0 74 0 345
Grp Sat Flow(s),veh/h/ln 0 1621 1598 0 1885 1598 1742 0 1406 Q Serve(g_s), s 0.0 24.5 34.3 0.0 23.6 0.0 2.4 0.0 15.4 Cycle Q Clear(g_c), s 0.0 24.5 34.3 0.0 23.6 0.0 2.4 0.0 15.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3284 809 0 2864 571 0 461
V/C Ratio(X) 0.00 0.54 0.68 0.00 0.53 0.13 0.00 0.75
Avail Cap(c_a), veh/h 0 3341 823 0 2913 1317 0 1063
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.92 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.1 24.6 0.0 21.9 0.0 47.1 0.0 52.6 Incr Delay (d2), s/veh 0.0 0.6 4.6 0.0 0.6 0.0 0.3 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.0 13.3 0.0 10.1 0.0 1.1 0.0 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.8 29.2 0.0 22.6 0.0 47.4 0.0 58.5 LnGrp LOS A C C A C D A E
Approach Vol, veh/h 2324 1505 419
Approach Delay, s/veh 24.3 22.6 56.5
Approach LOS C C E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.6 29.0 73.6
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 68.0 49.9 68.0
Max Q Clear Time (g_c+I1), s 36.3 17.4 25.6
Green Ext Time (p_c), s 30.5 4.2 33.7
Intersection Summary
HCM 6th Ctrl Delay 26.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2550
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1462 367 0 1822 199 520 0 987 0 0 0 Future Volume (veh/h) 0 1462 367 0 1822 199 520 0 987 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1507 0 0 1878 205 536 0 1018
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 11011101
Cap, veh/h 0 2930 0 4346 909 1651 0 917
Arrive On Green 0.00 0.57 0.00 0.00 0.57 0.57 0.33 0.00 0.33 Sat Flow, veh/h 0 5316 1598 0 7993 1598 5063 0 2812
Grp Volume(v), veh/h 0 1507 0 0 1878 205 536 0 1018
Grp Sat Flow(s),veh/h/ln 0 1716 1598 0 1527 1598 1688 0 1406 Q Serve(g_s), s 0.0 23.2 0.0 0.0 18.3 8.2 10.4 0.0 42.4 Cycle Q Clear(g_c), s 0.0 23.2 0.0 0.0 18.3 8.2 10.4 0.0 42.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2930 0 4346 909 1651 0 917
V/C Ratio(X) 0.00 0.51 0.00 0.43 0.23 0.32 0.00 1.11
Avail Cap(c_a), veh/h 0 2930 0 4346 909 1651 0 917
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 0.94 0.00 0.00 0.54 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.1 0.0 0.0 16.0 13.8 33.0 0.0 43.8 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.2 0.3 0.5 0.0 64.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 8.7 0.0 0.0 6.0 2.9 4.3 0.0 22.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.7 0.0 0.0 16.2 14.1 33.5 0.0 108.5 LnGrp LOS A B A B B C A F
Approach Vol, veh/h 1507 2083 1554
Approach Delay, s/veh 17.7 16.0 82.6
Approach LOS B B F
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.8 80.8 49.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 74.0 74.0 42.4
Max Q Clear Time (g_c+I1), s 25.2 20.3 44.4
Green Ext Time (p_c), s 37.7 49.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2551
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 677 1428 330 319 1137 203 389 560 280 316 361 484 Future Volume (veh/h) 677 1428 330 319 1137 203 389 560 280 316 361 484 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 705 1488 344 332 1184 211 405 583 292 329 376 504 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 11111000111
Cap, veh/h 562 1889 586 381 1622 503 457 950 434 380 1305 703 Arrive On Green 0.16 0.37 0.37 0.11 0.32 0.32 0.13 0.27 0.27 0.11 0.25 0.25 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1579 3483 5147 2773 Grp Volume(v), veh/h 705 1488 344 332 1184 211 405 583 292 329 376 504 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1579 1742 1716 1387 Q Serve(g_s), s 25.0 39.9 26.9 14.5 31.7 16.2 17.6 22.8 25.5 14.4 9.1 25.7 Cycle Q Clear(g_c), s 25.0 39.9 26.9 14.5 31.7 16.2 17.6 22.8 25.5 14.4 9.1 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 562 1889 586 381 1622 503 457 950 434 380 1305 703 V/C Ratio(X) 1.25 0.79 0.59 0.87 0.73 0.42 0.89 0.61 0.67 0.87 0.29 0.72 Avail Cap(c_a), veh/h 562 1889 586 562 1622 503 679 950 434 674 1305 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.0 43.7 39.6 67.9 47.2 41.9 66.3 49.1 50.0 67.9 46.6 52.8 Incr Delay (d2), s/veh 123.5 2.1 2.6 7.1 2.9 2.6 7.0 3.0 8.1 2.4 0.6 6.2 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/ln20.5 16.9 10.8 6.8 13.7 6.7 8.2 10.1 10.9 6.4 3.9 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 188.5 45.8 42.2 75.0 50.2 44.5 73.3 52.0 58.1 70.3 47.1 59.0 LnGrp LOS F D D E D D E D E E D E
Approach Vol, veh/h 2537 1727 1280 1209
Approach Delay, s/veh 84.9 54.2 60.1 58.4
Approach LOS F D E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s30.0 54.8 21.9 48.3 22.0 62.9 25.2 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s27.0 33.7 16.4 27.5 16.5 41.9 19.6 27.7 Green Ext Time (p_c), s 0.0 3.2 0.5 2.8 0.4 0.0 0.6 3.8 Intersection Summary
HCM 6th Ctrl Delay 67.6
HCM 6th LOS E
2552
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 187 205 0 0 0
Future Vol, veh/h 0 187 205 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 0 00000
Mvmt Flow 0 205 225 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 225 0 - 0 430 225
Stage 1 - - - - 225 -
Stage 2 - - - - 205 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1356 - - - 586 819
Stage 1 - - - - 817 -
Stage 2 - - - - 834 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1356 - - - 586 819
Mov Cap-2 Maneuver - - - - 586 -
Stage 1 - - - - 817 -
Stage 2 - - - - 834 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1356 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
2553
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 523.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 133 886 160 62 915 31 183 25 74 19 43 108 Future Vol, veh/h 133 886 160 62 915 31 183 25 74 19 43 108 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 111000000000
Mvmt Flow 141 943 170 66 973 33 195 27 79 20 46 115
Number of Lanes 010110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1112
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1121
HCM Control Delay 724.1 508.7 37.7 26.9

HCM LOS F F E D

Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 65% 11% 100% 0% 11%
Vol Thru, % 9% 75% 0% 97% 25%
Vol Right, % 26% 14% 0% 3% 64%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 282 1179 62 946 170
LT Vol 183 133 62 0 19
Through Vol 25 886 0 915 43
RT Vol 74 160 0 31 108
Lane Flow Rate 300 1254 66 1006 181
Geometry Grp 25772
Degree of Util (X) 0.67 2.55 0.149 2.134 0.419
Departure Headway (Hd) 12.546 9.02 10.515 9.964 14.081
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 291 414 344 372 259
Service Time 10.546 7.02 8.215 7.664 12.081
HCM Lane V/C Ratio 1.031 3.029 0.192 2.704 0.699
HCM Control Delay 37.7 724.1 15 541.1 26.9
HCM Lane LOS E F B F D
HCM 95th-tile Q 4.4 82 0.5 56.3 2
2554
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 3 27 3 31 0 218 39 35 201 1
Future Vol, veh/h 1 1 3 27 3 31 0 218 39 35 201 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 9 99000000111
Mvmt Flow 1 1 3 31 3 36 0 253 45 41 234 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 612 615 235 595 593 276 235 0 0 298 0 0 Stage 1 317 317 - 276 276 -------
Stage 2 295 298 - 319 317 -------
Critical Hdwy 7.19 6.59 6.29 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.19 5.59 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.1 5.5 -------
Follow-up Hdwy 3.581 4.081 3.381 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 395 397 787 419 421 768 1344 - - 1269 - - Stage 1 680 642 - 735 685 -------
Stage 2 699 654 - 697 658 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 363 382 787 404 405 768 1344 - - 1269 - - Mov Cap-2 Maneuver 363 382 - 404 405 -------
Stage 1 680 618 - 735 685 -------
Stage 2 663 654 - 667 634 -------
Approach EB WB NB SB
HCM Control Delay, s 11.7 12.8 0 1.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1344 - - 544 532 1269 - -
HCM Lane V/C Ratio - - - 0.011 0.133 0.032 - -
HCM Control Delay (s) 0 - - 11.7 12.8 7.9 0 -
HCM Lane LOS A - - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0.5 0.1 - -
2555
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 71.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 39 375 74 32 354 15 115 197 35 17 155 49 Future Vol, veh/h 39 375 74 32 354 15 115 197 35 17 155 49 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 111111000111
Mvmt Flow 45 431 85 37 407 17 132 226 40 20 178 56
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 32.6 135.4 75.2 38.2

HCM LOS D F F E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 37% 0% 100% 0% 0% 100% 0% 8%
Vol Thru, % 63% 0% 0% 100% 63% 0% 96% 70%
Vol Right, % 0% 100% 0% 0% 37% 0% 4% 22%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 312 35 39 250 199 32 369 221
LT Vol 115 0 39 0 0 32 0 17
Through Vol 197 0 0 250 125 0 354 155
RT Vol 0 35 0 0 74 0 15 49
Lane Flow Rate 359 40 45 287 229 37 424 254
Geometry Grp 88888888
Degree of Util (X) 0.997 0.102 0.126 0.769 0.595 0.11 1.203 0.725 Departure Headway (Hd) 10.73 9.802 10.832 10.305 10.03 10.774 10.214 11.073 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 341 368 333 353 361 335 361 328
Service Time 8.43 7.502 8.532 8.005 7.73 8.474 7.914 8.773 HCM Lane V/C Ratio 1.053 0.109 0.135 0.813 0.634 0.11 1.175 0.774 HCM Control Delay 82.1 13.6 15.1 40.2 26.4 14.8 145.9 38.2 HCM Lane LOS F B C E D B F E
HCM 95th-tile Q 11.1 0.3 0.4 6.2 3.7 0.4 17.9 5.3
2556
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 4 181 4 5 1 166 84 3 1 68 5
Future Vol, veh/h 7 4 181 4 5 1 166 84 3 1 68 5
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 0 00000000222
Mvmt Flow 8 5 213 5 6 1 195 99 4 1 80 6
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.9 8.3 10.6 8.4

HCM LOS A A B A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 66% 4% 40% 1%
Vol Thru, % 33% 2% 50% 92%
Vol Right, % 1% 94% 10% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 253 192 10 74
LT Vol 166 7 4 1
Through Vol 84 4 5 68
RT Vol 3 181 1 5
Lane Flow Rate 298 226 12 87
Geometry Grp 1111
Degree of Util (X) 0.384 0.268 0.017 0.115
Departure Headway (Hd) 4.65 4.273 5.11 4.772
Convergence, Y/N Yes Yes Yes Yes
Cap 771 840 698 748
Service Time 2.691 2.303 3.161 2.821
HCM Lane V/C Ratio 0.387 0.269 0.017 0.116
HCM Control Delay 10.6 8.9 8.3 8.4
HCM Lane LOS BAAA
HCM 95th-tile Q 1.8 1.1 0.1 0.4
2557
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 17 9 244 248 6
Future Vol, veh/h 5 17 9 244 248 6
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 00022
Mvmt Flow 6 19 10 271 276 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 571 280 283 0 - 0
Stage 1 280 -----
Stage 2 291 -----
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 486 764 1291 - - -
Stage 1 772 -----
Stage 2 763 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 482 764 1291 - - -
Mov Cap-2 Maneuver 482 -----
Stage 1 765 -----
Stage 2 763 -----
Approach EB NB SB
HCM Control Delay, s 10.5 0.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1291 - 674 - -
HCM Lane V/C Ratio 0.008 - 0.036 - -
HCM Control Delay (s) 7.8 0 10.5 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
2558
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 585 161 52 659 128 282 122 76 110 129 36 Future Volume (veh/h) 43 585 161 52 659 128 282 122 76 110 129 36 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 45 616 169 55 694 135 297 128 80 116 136 38 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, % 111111111111
Cap, veh/h 81 802 358 86 427 362 319 980 830 139 594 166 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.18 0.52 0.52 0.08 0.42 0.42 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1597 1795 1417 396 Grp Volume(v), veh/h 45 616 169 55 694 135 297 128 80 116 0 174 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1885 1598 1795 1885 1597 1795 0 1814 Q Serve(g_s), s 3.7 24.2 13.8 4.5 34.0 10.7 24.5 5.2 3.8 9.6 0.0 9.2 Cycle Q Clear(g_c), s 3.7 24.2 13.8 4.5 34.0 10.7 24.5 5.2 3.8 9.6 0.0 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 81 802 358 86 427 362 319 980 830 139 0 760 V/C Ratio(X) 0.56 0.77 0.47 0.64 1.62 0.37 0.93 0.13 0.10 0.84 0.00 0.23 Avail Cap(c_a), veh/h 371 812 362 371 427 362 371 980 830 371 0 760 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 0.00 1.00 Uniform Delay (d), s/veh 70.1 54.6 50.5 70.1 58.0 49.0 60.8 18.6 18.2 68.3 0.0 28.0 Incr Delay (d2), s/veh 2.2 5.1 1.8 2.9 291.4 1.2 26.2 0.3 0.2 5.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 11.4 5.7 2.1 50.3 4.4 13.3 2.3 1.5 4.5 0.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.3 59.6 52.3 73.0 349.4 50.2 87.0 18.8 18.5 73.3 0.0 28.7 LnGrp LOS E E D E F D F BBEAC
Approach Vol, veh/h 830 884 505 290
Approach Delay, s/veh 58.8 286.5 58.9 46.5
Approach LOS E F E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.6 68.6 10.8 40.0 15.6 83.6 11.2 39.6 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 26.5 11.2 5.7 36.0 11.6 7.2 6.5 26.2 Green Ext Time (p_c), s 0.2 0.8 0.0 0.0 0.1 0.8 0.0 4.0 Intersection Summary
HCM 6th Ctrl Delay 137.6
HCM 6th LOS F
2559
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 3 13 5 7 15 23 426 13 9 304 40
Future Vol, veh/h 50 3 13 5 7 15 23 426 13 9 304 40
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99444111222
Mvmt Flow 52 3 14 5 7 16 24 444 14 9 317 42
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 846 841 317 864 876 451 359 0 0 458 0 0 Stage 1 335 335 - 499 499 -------
Stage 2 511 506 - 365 377 -------
Critical Hdwy 7.19 6.59 6.29 7.14 6.54 6.24 4.11 - - 4.12 - - Critical Hdwy Stg 1 6.19 5.59 - 6.14 5.54 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.14 5.54 -------
Follow-up Hdwy 3.581 4.081 3.381 3.536 4.036 3.336 2.209 - - 2.218 - - Pot Cap-1 Maneuver 274 294 708 272 285 604 1205 - - 1103 - - Stage 1 664 630 - 550 540 -------
Stage 2 533 528 - 650 612 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 256 286 708 259 277 604 1205 - - 1103 - - Mov Cap-2 Maneuver 256 286 - 259 277 -------
Stage 1 651 625 - 539 529 -------
Stage 2 502 517 - 629 607 -------
Approach EB WB NB SB
HCM Control Delay, s 20.9 15 0.4 0.2

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1205 - - 294 389 1103 - -
HCM Lane V/C Ratio 0.02 - - 0.234 0.072 0.008 - -
HCM Control Delay (s) 8 - - 20.9 15 8.3 - -
HCM Lane LOS A - - C C A - -
HCM 95th %tile Q(veh) 0.1 - - 0.9 0.2 0 - -
2560
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 280 114 37 240 46 163 370 62 42 247 36 Future Volume (veh/h) 30 280 114 37 240 46 163 370 62 42 247 36 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 33 308 125 41 264 51 179 407 68 46 271 40 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 000111111333
Cap, veh/h 42 414 164 53 321 272 207 1165 987 59 995 844 Arrive On Green 0.02 0.16 0.16 0.03 0.17 0.17 0.12 0.62 0.62 0.03 0.54 0.54 Sat Flow, veh/h 1810 2522 1002 1795 1885 1598 1795 1885 1598 1767 1856 1572 Grp Volume(v), veh/h 33 219 214 41 264 51 179 407 68 46 271 40 Grp Sat Flow(s),veh/h/ln 1810 1805 1720 1795 1885 1598 1795 1885 1598 1767 1856 1572 Q Serve(g_s), s 2.2 13.8 14.3 2.7 16.2 3.3 11.8 12.6 2.0 3.1 9.5 1.5 Cycle Q Clear(g_c), s 2.2 13.8 14.3 2.7 16.2 3.3 11.8 12.6 2.0 3.1 9.5 1.5 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 42 296 282 53 321 272 207 1165 987 59 995 844 V/C Ratio(X) 0.78 0.74 0.76 0.78 0.82 0.19 0.87 0.35 0.07 0.78 0.27 0.05 Avail Cap(c_a), veh/h 271 522 497 269 545 462 269 1165 987 265 995 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.3 47.7 47.9 57.8 48.1 42.7 52.2 11.2 9.1 57.5 15.1 13.2 Incr Delay (d2), s/veh 11.1 5.6 6.6 8.7 4.6 0.3 16.9 0.8 0.1 7.9 0.7 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/ln 1.1 6.5 6.5 1.3 7.8 1.3 6.1 5.0 0.7 1.5 3.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.4 53.3 54.5 66.5 52.6 43.0 69.1 12.0 9.3 65.4 15.8 13.3 LnGrp LOS E D D E D D EBAEBB
Approach Vol, veh/h 466 356 654 357
Approach Delay, s/veh 55.0 52.8 27.3 21.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.8 69.7 6.8 25.7 8.0 79.5 7.5 25.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 18.0 30.7 18.0 34.7 18.0 30.7 18.0 34.7 Max Q Clear Time (g_c+I1), s 13.8 11.5 4.2 18.2 5.1 14.6 4.7 16.3 Green Ext Time (p_c), s 0.1 1.6 0.0 1.2 0.0 2.6 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 38.3
HCM 6th LOS D
2561
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 163 0 15 442 829 0 0 418 195 Future Volume (veh/h) 0 0 0 163 0 15 442 829 0 0 418 195 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 172 0 16 465 873 0 0 440 205
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 303110011
Cap, veh/h 217 0 193 532 2673 0 0 1276 589
Arrive On Green 0.12 0.00 0.12 0.31 1.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1767 0 1572 3483 3676 0 0 2474 1099
Grp Volume(v), veh/h 172 0 16 465 873 0 0 330 315
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1742 1791 0 0 1791 1687 Q Serve(g_s), s 9.5 0.0 0.9 12.7 0.0 0.0 0.0 10.5 10.6
Cycle Q Clear(g_c), s 9.5 0.0 0.9 12.7 0.0 0.0 0.0 10.5 10.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.65
Lane Grp Cap(c), veh/h 217 0 193 532 2673 0 0 961 905
V/C Ratio(X) 0.79 0.00 0.08 0.87 0.33 0.00 0.00 0.34 0.35 Avail Cap(c_a), veh/h 422 0 376 801 2673 0 0 961 905
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.76 0.76 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 0.0 38.9 33.8 0.0 0.0 0.0 13.2 13.2 Incr Delay (d2), s/veh 12.9 0.0 0.4 3.8 0.2 0.0 0.0 1.0 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 %ile BackOfQ(50%),veh/ln 4.8 0.0 0.4 4.6 0.1 0.0 0.0 4.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 0.0 39.3 37.6 0.2 0.0 0.0 14.2 14.3 LnGrp LOS E A D D AAABB
Approach Vol, veh/h 188 1338 645
Approach Delay, s/veh 54.1 13.2 14.2
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 81.4 21.0 60.4 18.6
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 23 34.3 23.9
Max Q Clear Time (g_c+I1), s 2.0 14.7 12.6 11.5
Green Ext Time (p_c), s 12.9 0.6 7.3 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2562
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 0 605 0 0 0 0 902 296 23 557 0 Future Volume (veh/h) 368 0 605 0 0 0 0 902 296 23 557 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 383 0 630 0 940 308 24 580 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 011220
Cap, veh/h 1006 0 461 0 1311 428 52 2061 0
Arrive On Green 0.29 0.00 0.29 0.00 0.49 0.49 0.03 0.58 0.00 Sat Flow, veh/h 3456 0 1585 0 2749 866 1781 3647 0
Grp Volume(v), veh/h 383 0 630 0 633 615 24 580 0
Grp Sat Flow(s),veh/h/ln1728 0 1585 0 1791 1729 1781 1777 0 Q Serve(g_s), s 8.8 0.0 29.1 0.0 27.7 27.9 1.3 8.2 0.0
Cycle Q Clear(g_c), s 8.8 0.0 29.1 0.0 27.7 27.9 1.3 8.2 0.0 Prop In Lane 1.00 1.00 0.00 0.50 1.00 0.00
Lane Grp Cap(c), veh/h 1006 0 461 0 884 854 52 2061 0
V/C Ratio(X) 0.38 0.00 1.37 0.00 0.72 0.72 0.46 0.28 0.00 Avail Cap(c_a), veh/h 1006 0 461 0 884 854 285 2061 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.90 0.90 0.00 Uniform Delay (d), s/veh 28.3 0.0 35.4 0.0 19.8 19.9 47.8 10.5 0.0 Incr Delay (d2), s/veh 0.5 0.0 178.1 0.0 4.9 5.2 2.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 0.0 33.6 0.0 11.5 11.3 0.6 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 0.0 213.6 0.0 24.7 25.1 49.9 10.8 0.0 LnGrp LOS C A F A C C D B A
Approach Vol, veh/h 1013 1248 604
Approach Delay, s/veh 143.7 24.9 12.4
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.6 56.2 35.2 64.8
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 16 36.3 29.1 58.0
Max Q Clear Time (g_c+I1), s3.3 29.9 31.1 10.2
Green Ext Time (p_c), s 0.0 5.4 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 64.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2563
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 23
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 107 21 0 99
Future Vol, veh/h 13 0 107 21 0 99
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 0 116 23 0 108
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 236 128 0 0 139 0
Stage 1 128 -----
Stage 2 108 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 757 927 - - 1457 -
Stage 1 903 -----
Stage 2 921 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 757 927 - - 1457 -
Mov Cap-2 Maneuver 757 -----
Stage 1 903 -----
Stage 2 921 -----
Approach WB NB SB
HCM Control Delay, s 9.8 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 757 1457 -
HCM Lane V/C Ratio - - 0.019 - -
HCM Control Delay (s) - - 9.8 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
2564
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 24
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 57 0 129 61 0 112
Future Vol, veh/h 57 0 129 61 0 112
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 62 0 140 66 0 122
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 295 173 0 0 206 0
Stage 1 173 -----
Stage 2 122 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 700 876 - - 1377 -
Stage 1 862 -----
Stage 2 908 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 700 876 - - 1377 -
Mov Cap-2 Maneuver 700 -----
Stage 1 862 -----
Stage 2 908 -----
Approach WB NB SB
HCM Control Delay, s 10.6 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 700 1377 -
HCM Lane V/C Ratio - - 0.089 - -
HCM Control Delay (s) - - 10.6 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.3 0 -
2565
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 186 793 898 54 0 110
Future Vol, veh/h 186 793 898 54 0 110
Conflicting Peds, #/hr 0 00000
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, % 1 10000
Mvmt Flow 202 862 976 59 0 120
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1035 0 - 0 - 518
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.115 - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.2095 - - - - 3.3
Pot Cap-1 Maneuver 674 - - - 0 508
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 674 - - - - 508
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 2.4 0 14.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 674 - - - 508
HCM Lane V/C Ratio 0.3 - - - 0.235
HCM Control Delay (s) 12.6 - - - 14.3
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 1.3 - - - 0.9
2566
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Project Driveway 4/Stanford Avenue & Perrin Road Near Term (2028) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 0 32 0 0 0 19 13 0 0 4 12
Future Vol, veh/h 13 0 32 0 0 0 19 13 0 0 4 12
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 62 62 62 62 62 62 62 62 62 62 62 62
Heavy Vehicles, % 0 20222002200
Mvmt Flow 21 0 52 0 0 0 31 21 0 0 6 19
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2 0 0 52 0 0 83 70 26 81 96 2
Stage 1 - - - - - - 68 68 - 2 2 -
Stage 2 - - - - - - 15 2 - 79 94 -
Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.22 7.12 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.12 5.5 -
Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.318 3.518 4 3.3 Pot Cap-1 Maneuver 1634 - - 1554 - - 909 824 1050 907 798 1088 Stage 1 - - - - - - 947 842 - 1021 898 -
Stage 2 - ----- 1010 898 - 930 821 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1634 - - 1554 - - 878 813 1050 881 788 1088 Mov Cap-2 Maneuver - - - - - - 878 813 - 881 788 -
Stage 1 - - - - - - 935 831 - 1008 898 -
Stage 2 - - - - - - 985 898 - 895 810 -
Approach EB WB NB SB
HCM Control Delay, s 2.1 0 9.5 8.7

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 850 1634 - - 1554 - - 993
HCM Lane V/C Ratio 0.061 0.013 ----- 0.026
HCM Control Delay (s) 9.5 7.2 0 - 0 - - 8.7
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1
2567
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 157 250 99 365 168 137 779 20 58 797 79 Future Volume (veh/h) 72 157 250 99 365 168 137 779 20 58 797 79 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 78 171 272 108 397 183 149 847 22 63 866 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222333222111
Cap, veh/h 100 591 501 131 387 179 173 2004 622 96 1796 541 Arrive On Green 0.06 0.32 0.32 0.07 0.32 0.32 0.10 0.39 0.39 0.05 0.35 0.35 Sat Flow, veh/h 1781 1870 1585 1767 1202 554 1781 5106 1585 1795 5147 1550 Grp Volume(v), veh/h 78 171 272 108 0 580 149 847 22 63 866 86 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1767 0 1756 1781 1702 1585 1795 1716 1550 Q Serve(g_s), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 16.3 1.2 4.6 17.8 5.2 Cycle Q Clear(g_c), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 16.3 1.2 4.6 17.8 5.2 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 100 591 501 131 0 566 173 2004 622 96 1796 541 V/C Ratio(X) 0.78 0.29 0.54 0.82 0.00 1.03 0.86 0.42 0.04 0.65 0.48 0.16 Avail Cap(c_a), veh/h 182 603 511 202 0 566 194 2004 622 196 1796 541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.9 34.8 38.1 61.6 0.0 45.8 60.1 29.9 25.3 62.6 34.4 30.3 Incr Delay (d2), s/veh 4.9 0.3 1.3 8.5 0.0 44.4 23.5 0.6 0.1 2.8 0.9 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.2 7.5 3.9 0.0 25.4 6.0 6.5 0.4 2.1 7.3 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.8 35.1 39.4 70.1 0.0 90.1 83.5 30.4 25.4 65.4 35.3 30.9 LnGrp LOS E D D E A F F C C E D C
Approach Vol, veh/h 521 688 1018 1015
Approach Delay, s/veh 42.3 87.0 38.1 36.8
Approach LOS D F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.4 52.8 13.8 50.0 12.5 58.7 14.6 49.2 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 14.7 39.3 13.8 43.5 14.7 39.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 13.1 19.8 7.8 45.5 6.6 18.3 10.1 21.1 Green Ext Time (p_c), s 0.0 11.1 0.0 0.0 0.0 10.9 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 48.7
HCM 6th LOS D
2568
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 406 286 305 607 222 390 916 319 252 1334 211 Future Volume (veh/h) 112 406 286 305 607 222 390 916 319 252 1334 211 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 122 441 311 332 660 241 424 996 347 274 1450 229 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22333333111
Cap, veh/h 189 865 386 378 1083 483 442 1929 598 324 1775 541 Arrive On Green 0.05 0.24 0.24 0.11 0.31 0.31 0.13 0.38 0.38 0.09 0.34 0.34 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1570 Grp Volume(v), veh/h 122 441 311 332 660 241 424 996 347 274 1450 229 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1714 1763 1571 1714 1689 1571 1742 1716 1570 Q Serve(g_s), s 5.0 15.5 26.8 13.8 23.1 18.2 17.8 22.0 25.4 11.2 37.3 16.2 Cycle Q Clear(g_c), s 5.0 15.5 26.8 13.8 23.1 18.2 17.8 22.0 25.4 11.2 37.3 16.2 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 189 865 386 378 1083 483 442 1929 598 324 1775 541 V/C Ratio(X) 0.64 0.51 0.81 0.88 0.61 0.50 0.96 0.52 0.58 0.85 0.82 0.42 Avail Cap(c_a), veh/h 462 1073 479 430 1083 483 442 1929 598 449 1775 541 HCM Platoon Ratio 1.00 1.00 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 0.09 0.09 0.09 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 67.1 47.4 51.6 63.5 42.8 41.1 62.8 34.6 35.7 64.7 43.3 36.4 Incr Delay (d2), s/veh 1.4 1.1 11.3 1.7 0.1 0.1 32.1 1.0 4.1 6.6 3.6 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 7.0 11.7 6.0 9.8 7.0 9.5 8.9 10.3 5.2 15.8 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 48.5 62.9 65.3 42.9 41.2 94.9 35.6 39.7 71.3 46.9 38.4 LnGrp LOS E D E E D D F D D E D D
Approach Vol, veh/h 874 1233 1767 1953
Approach Delay, s/veh 56.4 48.6 50.6 49.4
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 55.7 13.5 50.8 19.8 60.9 22.8 41.5 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s19.8 39.3 7.0 25.1 13.2 27.4 15.8 28.8 Green Ext Time (p_c), s 0.0 0.0 0.1 6.3 0.2 9.4 0.2 6.4 Intersection Summary
HCM 6th Ctrl Delay 50.6
HCM 6th LOS D
2569
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh457.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 132 96 43 523 380 115 269 12 166 589 8 Future Vol, veh/h 3 132 96 43 523 380 115 269 12 166 589 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33444444222
Mvmt Flow 3 143 104 47 568 413 125 292 13 180 640 9
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 50.7 671.2 118.1 492.6

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 29% 1% 5% 22%
Vol Thru, % 68% 57% 55% 77%
Vol Right, % 3% 42% 40% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 396 231 946 763
LT Vol 115 3 43 166
Through Vol 269 132 523 589
RT Vol 12 96 380 8
Lane Flow Rate 430 251 1028 829
Geometry Grp 1111
Degree of Util (X) 1.046 0.656 2.42 2.006
Departure Headway (Hd) 16.358 18.311 10.996 12.772
Convergence, Y/N Yes Yes Yes Yes
Cap 228 201 339 290
Service Time 14.358 16.311 8.996 10.772
HCM Lane V/C Ratio 1.886 1.249 3.032 2.859
HCM Control Delay 118.1 50.7 671.2 492.6
HCM Lane LOS FFFF
HCM 95th-tile Q 9.9 3.9 62.8 40.7
2570
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 672 364 111 675 140 218 310 78 331 892 123 Future Volume (veh/h) 88 672 364 111 675 140 218 310 78 331 892 123 Initial Q (Qb), veh 0 00000000000
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 1885 1885 1885 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 730 396 121 734 152 237 337 85 360 970 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11333222222
Cap, veh/h 147 937 412 148 488 414 262 635 531 288 663 561 Arrive On Green 0.08 0.26 0.26 0.08 0.26 0.26 0.15 0.34 0.34 0.16 0.35 0.35 Sat Flow, veh/h 1795 3582 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Grp Volume(v), veh/h 96 730 396 121 734 152 237 337 85 360 970 134 Grp Sat Flow(s),veh/h/ln1795 1791 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Q Serve(g_s), s 6.7 24.6 32.3 8.8 34.2 10.3 17.0 18.9 4.9 21.0 46.1 7.8 Cycle Q Clear(g_c), s 6.7 24.6 32.3 8.8 34.2 10.3 17.0 18.9 4.9 21.0 46.1 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 147 937 412 148 488 414 262 635 531 288 663 561 V/C Ratio(X) 0.65 0.78 0.96 0.82 1.50 0.37 0.91 0.53 0.16 1.25 1.46 0.24 Avail Cap(c_a), veh/h 290 937 412 285 488 414 288 635 531 288 663 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.9 44.5 47.4 58.6 47.9 39.1 54.6 34.6 30.0 54.5 42.0 29.6 Incr Delay (d2), s/veh 1.4 3.5 29.2 4.2 237.1 0.9 27.3 3.2 0.6 138.4 217.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 10.9 15.4 4.0 47.3 3.9 9.4 8.9 1.9 20.2 60.2 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 48.0 76.6 62.8 285.0 40.0 81.8 37.7 30.6 192.9 259.0 30.6 LnGrp LOS E D E E F D F D C F F C
Approach Vol, veh/h 1222 1007 659 1464
Approach Delay, s/veh 58.1 221.3 52.7 221.9
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.1 52.1 14.7 40.2 25.0 50.1 14.9 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s19.0 48.1 8.7 36.2 23.0 20.9 10.8 34.3 Green Ext Time (p_c), s 0.1 0.0 0.1 0.0 0.0 1.8 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 150.1
HCM 6th LOS F
2571
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 675 210 239 555 166 117 197 146 159 597 286 Future Volume (veh/h) 110 675 210 239 555 166 117 197 146 159 597 286 Initial Q (Qb), veh 0 00000000000
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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 120 734 228 260 603 180 127 214 159 173 649 311 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33222777555
Cap, veh/h 243 819 361 281 864 385 149 1360 606 419 1510 673 Arrive On Green 0.07 0.23 0.23 0.08 0.24 0.24 0.09 0.40 0.40 0.12 0.44 0.44 Sat Flow, veh/h 3428 3526 1552 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 120 734 228 260 603 180 127 214 159 173 649 311 Grp Sat Flow(s),veh/h/ln1714 1763 1552 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 4.7 28.3 18.5 10.5 21.7 13.6 10.2 5.6 9.8 6.6 18.2 19.9 Cycle Q Clear(g_c), s 4.7 28.3 18.5 10.5 21.7 13.6 10.2 5.6 9.8 6.6 18.2 19.9 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 243 819 361 281 864 385 149 1360 606 419 1510 673 V/C Ratio(X) 0.49 0.90 0.63 0.92 0.70 0.47 0.85 0.16 0.26 0.41 0.43 0.46 Avail Cap(c_a), veh/h 279 856 377 281 864 385 213 1360 606 419 1510 673 HCM Platoon Ratio 1.00 1.00 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 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.6 52.1 48.4 63.9 48.3 45.2 63.0 27.0 28.3 56.6 27.5 27.9 Incr Delay (d2), s/veh 0.6 12.1 3.9 33.7 2.8 1.3 14.4 0.2 1.0 3.0 0.9 2.3 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 13.5 7.4 5.8 9.6 5.3 5.0 2.3 3.7 3.0 7.5 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 64.2 52.2 97.6 51.1 46.5 77.3 27.3 29.3 59.6 28.3 30.2 LnGrp LOS E E D F D D E C C E C C
Approach Vol, veh/h 1082 1043 500 1133
Approach Delay, s/veh 61.6 61.9 40.6 33.6
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.8 66.6 15.5 40.0 23.0 61.5 17.0 38.5 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s17.4 54.3 11.4 34.0 17.4 54.3 11.4 34.0 Max Q Clear Time (g_c+I1), s12.2 21.9 6.7 23.7 8.6 11.8 12.5 30.3 Green Ext Time (p_c), s 0.1 17.0 0.1 4.2 0.2 4.1 0.0 2.3 Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
2572
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 83 234 283 431 908 295
Future Volume (veh/h) 83 234 283 431 908 295
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1870 1870 1870
Adj Flow Rate, veh/h 90 254 308 468 987 321
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 12222
Cap, veh/h 328 292 272 2477 1767 748
Arrive On Green 0.18 0.18 0.15 0.70 0.50 0.50
Sat Flow, veh/h 1795 1598 1781 3647 3647 1504
Grp Volume(v), veh/h 90 254 308 468 987 321
Grp Sat Flow(s),veh/h/ln1795 1598 1781 1777 1777 1504
Q Serve(g_s), s 3.7 13.1 13.0 3.9 16.4 11.6
Cycle Q Clear(g_c), s 3.7 13.1 13.0 3.9 16.4 11.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 292 272 2477 1767 748
V/C Ratio(X) 0.27 0.87 1.13 0.19 0.56 0.43
Avail Cap(c_a), veh/h 530 472 272 2477 1767 748
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 0.79 0.79
Uniform Delay (d), s/veh 29.9 33.7 36.0 4.5 14.9 13.7
Incr Delay (d2), s/veh 0.2 5.6 94.4 0.2 1.0 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.5 5.3 12.4 1.0 5.9 3.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 39.4 130.4 4.7 15.9 15.1
LnGrp LOS C D F A B B
Approach Vol, veh/h 344 776 1308
Approach Delay, s/veh 36.9 54.6 15.7
Approach LOS D D B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s17.0 47.6 64.6 20.4
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s13.0 32.7 49.7 25.1
Max Q Clear Time (g_c+I1), s15.0 18.4 5.9 15.1
Green Ext Time (p_c), s 0.0 7.9 3.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
2573
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 399 358 37 468 233 161 442 21 115 780 136 Future Volume (veh/h) 71 399 358 37 468 233 161 442 21 115 780 136 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 77 434 389 40 509 253 175 480 23 125 848 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22111333222
Cap, veh/h 103 487 411 87 474 396 198 1707 731 148 1616 705 Arrive On Green 0.06 0.26 0.26 0.05 0.25 0.25 0.11 0.48 0.48 0.08 0.45 0.45 Sat Flow, veh/h 1781 1870 1580 1795 1885 1575 1767 3526 1510 1781 3554 1549 Grp Volume(v), veh/h 77 434 389 40 509 253 175 480 23 125 848 148 Grp Sat Flow(s),veh/h/ln1781 1870 1580 1795 1885 1575 1767 1763 1510 1781 1777 1549 Q Serve(g_s), s 6.4 33.5 36.2 3.3 37.7 21.5 14.6 12.2 1.2 10.4 25.6 8.6 Cycle Q Clear(g_c), s 6.4 33.5 36.2 3.3 37.7 21.5 14.6 12.2 1.2 10.4 25.6 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 103 487 411 87 474 396 198 1707 731 148 1616 705 V/C Ratio(X) 0.75 0.89 0.95 0.46 1.07 0.64 0.88 0.28 0.03 0.85 0.52 0.21 Avail Cap(c_a), veh/h 368 495 418 311 474 396 365 1707 731 309 1616 705 HCM Platoon Ratio 1.00 1.00 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 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.6 53.4 54.4 69.4 56.1 50.1 65.6 23.1 20.3 67.8 29.3 24.6 Incr Delay (d2), s/veh 4.1 18.3 30.6 1.4 62.4 4.0 4.7 0.4 0.1 5.1 1.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 17.9 17.6 1.5 25.7 8.8 6.7 5.1 0.4 4.9 10.9 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 71.8 85.1 70.8 118.6 54.0 70.3 23.5 20.3 72.9 30.5 25.3 LnGrp LOS E E F E F D E C C E C C
Approach Vol, veh/h 900 802 678 1121
Approach Delay, s/veh 77.7 95.8 35.5 34.5
Approach LOS E F D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.8 73.5 12.6 43.0 16.4 77.9 11.3 44.4 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s16.6 27.6 8.4 39.7 12.4 14.2 5.3 38.2 Green Ext Time (p_c), s 0.2 4.2 0.1 0.0 0.1 4.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 59.8
HCM 6th LOS E
2574
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 291 193 46 416 109 279 498 91 162 1060 63 Future Volume (veh/h) 16 291 193 46 416 109 279 498 91 162 1060 63 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.97 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 1826 1826 1826 1870 1870 1870 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 17 316 210 50 452 118 303 541 99 176 1152 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 55222333111
Cap, veh/h 62 433 364 117 500 418 297 1272 232 202 1283 76 Arrive On Green 0.04 0.24 0.24 0.07 0.27 0.27 0.17 0.43 0.43 0.11 0.37 0.37 Sat Flow, veh/h 1739 1826 1536 1781 1870 1562 1767 2964 540 1795 3433 202 Grp Volume(v), veh/h 17 316 210 50 452 118 303 321 319 176 601 619 Grp Sat Flow(s),veh/h/ln1739 1826 1536 1781 1870 1562 1767 1763 1741 1795 1791 1845 Q Serve(g_s), s 1.2 20.0 15.1 3.4 29.2 7.5 21.0 15.9 16.0 12.1 39.5 39.6 Cycle Q Clear(g_c), s 1.2 20.0 15.1 3.4 29.2 7.5 21.0 15.9 16.0 12.1 39.5 39.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 0.11
Lane Grp Cap(c), veh/h 62 433 364 117 500 418 297 757 747 202 669 689 V/C Ratio(X) 0.27 0.73 0.58 0.43 0.90 0.28 1.02 0.42 0.43 0.87 0.90 0.90 Avail Cap(c_a), veh/h 153 574 483 157 588 491 297 757 747 230 669 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 Uniform Delay (d), s/veh 58.7 44.0 42.1 56.1 44.2 36.3 52.0 24.9 24.9 54.6 36.9 36.9 Incr Delay (d2), s/veh 0.9 2.6 1.0 0.9 16.0 0.4 57.6 1.7 1.8 17.8 12.6 12.4 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/ln0.5 9.1 5.7 1.5 15.2 0.0 13.8 6.7 6.7 6.3 18.8 19.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 46.5 43.1 57.0 60.2 36.7 109.6 26.6 26.7 72.4 49.4 49.3 LnGrp LOS E D D E E D F C C E D D
Approach Vol, veh/h 543 620 943 1396
Approach Delay, s/veh 45.6 55.5 53.3 52.3
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 52.4 8.5 39.1 18.1 59.4 12.2 35.3 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s23.0 41.6 3.2 31.2 14.1 18.0 5.4 22.0 Green Ext Time (p_c), s 0.0 0.0 0.0 2.0 0.0 4.0 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 52.1
HCM 6th LOS D
2575
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1234 899 0 1698 848 0 0 0 78 0 787 Future Volume (veh/h) 0 1234 899 0 1698 848 0 0 0 78 0 787 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1885 0 1885 Adj Flow Rate, veh/h 0 1313 956 0 1715 0 83 0 837
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022 101
Cap, veh/h 0 3959 975 0 3452 962 0 776
Arrive On Green 0.00 0.62 0.62 0.00 0.62 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 6696 1585 0 5611 3170 3483 0 2812
Grp Volume(v), veh/h 0 1313 956 0 1715 0 83 0 837
Grp Sat Flow(s),veh/h/ln 0 1609 1585 0 1870 1585 1742 0 1406 Q Serve(g_s), s 0.0 12.8 76.0 0.0 22.0 0.0 2.3 0.0 35.9 Cycle Q Clear(g_c), s 0.0 12.8 76.0 0.0 22.0 0.0 2.3 0.0 35.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3959 975 0 3452 962 0 776
V/C Ratio(X) 0.00 0.33 0.98 0.00 0.50 0.09 0.00 1.08
Avail Cap(c_a), veh/h 0 3959 975 0 3453 962 0 776
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.88 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.1 24.2 0.0 13.9 0.0 34.9 0.0 47.0 Incr Delay (d2), s/veh 0.0 0.2 24.4 0.0 0.5 0.0 0.1 0.0 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 %ile BackOfQ(50%),veh/ln0.0 4.3 31.6 0.0 8.7 0.0 1.0 0.0 18.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.3 48.7 0.0 14.3 0.0 35.0 0.0 102.4 LnGrp LOS A B D A B C A F
Approach Vol, veh/h 2269 1715 920
Approach Delay, s/veh 27.6 14.3 96.3
Approach LOS C B F
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 86.8 43.2 86.8
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 80.0 35.9 80.0
Max Q Clear Time (g_c+I1), s 78.0 37.9 24.0
Green Ext Time (p_c), s 2.0 0.0 46.6
Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2576
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1078 234 0 2060 93 486 0 610 0 0 0 Future Volume (veh/h) 0 1078 234 0 2060 93 486 0 610 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1885 1885 1841 0 1841 Adj Flow Rate, veh/h 0 1172 0 0 2239 101 528 0 663
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22011404
Cap, veh/h 0 2985 0 4464 934 1536 0 853
Arrive On Green 0.00 0.58 0.00 0.00 0.58 0.58 0.31 0.00 0.31 Sat Flow, veh/h 0 5274 1585 0 7993 1598 4944 0 2745
Grp Volume(v), veh/h 0 1172 0 0 2239 101 528 0 663
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1527 1598 1648 0 1373 Q Serve(g_s), s 0.0 16.1 0.0 0.0 22.4 3.6 10.7 0.0 28.5 Cycle Q Clear(g_c), s 0.0 16.1 0.0 0.0 22.4 3.6 10.7 0.0 28.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2985 0 4464 934 1536 0 853
V/C Ratio(X) 0.00 0.39 0.00 0.50 0.11 0.34 0.00 0.78
Avail Cap(c_a), veh/h 0 2985 0 4464 934 1536 0 853
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 0.96 0.00 0.00 0.54 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.6 0.0 0.0 15.9 12.0 34.6 0.0 40.7 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.2 0.1 0.6 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 5.9 0.0 0.0 7.3 1.3 4.4 0.0 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.9 0.0 0.0 16.1 12.1 35.2 0.0 47.6 LnGrp LOS A B A B B D A D
Approach Vol, veh/h 1172 2340 1191
Approach Delay, s/veh 14.9 15.9 42.1
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 82.8 82.8 47.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 76.0 76.0 40.4
Max Q Clear Time (g_c+I1), s 18.1 24.4 30.5
Green Ext Time (p_c), s 32.6 49.6 6.5
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2577
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 389 936 364 196 1112 185 380 451 158 203 470 661 Future Volume (veh/h) 389 936 364 196 1112 185 380 451 158 203 470 661 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 418 1006 391 211 1196 199 409 485 170 218 505 711 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 33222222111
Cap, veh/h 464 1974 613 290 1726 536 460 1113 376 315 1305 713 Arrive On Green 0.14 0.39 0.39 0.08 0.34 0.34 0.13 0.30 0.30 0.09 0.25 0.25 Sat Flow, veh/h 3428 5066 1572 3456 5106 1585 3456 3757 1269 3483 5147 2812 Grp Volume(v), veh/h 418 1006 391 211 1196 199 409 438 217 218 505 711 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1621 1742 1716 1406 Q Serve(g_s), s 18.6 23.4 31.3 9.2 31.4 14.7 18.0 16.1 16.9 9.4 12.6 39.2 Cycle Q Clear(g_c), s 18.6 23.4 31.3 9.2 31.4 14.7 18.0 16.1 16.9 9.4 12.6 39.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 1.00
Lane Grp Cap(c), veh/h 464 1974 613 290 1726 536 460 1008 480 315 1305 713 V/C Ratio(X) 0.90 0.51 0.64 0.73 0.69 0.37 0.89 0.43 0.45 0.69 0.39 1.00 Avail Cap(c_a), veh/h 553 1974 613 557 1726 536 669 1008 480 674 1305 713 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.0 36.0 38.4 69.3 44.3 38.8 66.1 44.0 44.3 68.4 47.9 57.8 Incr Delay (d2), s/veh 12.8 0.8 4.3 1.3 2.3 2.0 7.8 1.4 3.1 1.0 0.9 33.1 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/ln8.8 9.6 12.5 4.1 13.3 6.0 8.3 6.9 7.1 4.2 5.4 16.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.8 36.8 42.7 70.6 46.7 40.8 73.9 45.4 47.4 69.4 48.7 90.9 LnGrp LOS E D D E D D E D D E D F
Approach Vol, veh/h 1815 1606 1064 1434
Approach Delay, s/veh 47.8 49.1 56.8 72.8
Approach LOS D D E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.0 58.4 19.0 51.6 18.0 66.4 25.6 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s20.6 33.4 11.4 18.9 11.2 33.3 20.0 41.2 Green Ext Time (p_c), s 0.4 3.3 0.3 2.3 0.3 3.5 0.6 0.0 Intersection Summary
HCM 6th Ctrl Delay 55.8
HCM 6th LOS E
2578
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 270 512 0 2 0
Future Vol, veh/h 0 270 512 0 2 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 4 44400
Mvmt Flow 0 293 557 0 2 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 557 0 - 0 850 557
Stage 1 - - - - 557 -
Stage 2 - - - - 293 -
Critical Hdwy 4.14 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.236 - - - 3.5 3.3
Pot Cap-1 Maneuver 1004 - - - 334 534
Stage 1 - - - - 578 -
Stage 2 - - - - 762 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1004 - - - 334 534
Mov Cap-2 Maneuver - - - - 334 -
Stage 1 - - - - 578 -
Stage 2 - - - - 762 -
Approach EB WB SB
HCM Control Delay, s 0 0 15.8

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1004 - - - 334
HCM Lane V/C Ratio ---- 0.007
HCM Control Delay (s) 0 - - - 15.8
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0
2579
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 693.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 199 728 204 37 618 91 115 82 40 310 397 413 Future Vol, veh/h 199 728 204 37 618 91 115 82 40 310 397 413 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 3 3 3 1 1 1 10 10 10 12 12 12
Mvmt Flow 203 743 208 38 631 93 117 84 41 316 405 421
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 847.6 438.6 79.6 838.4

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 49% 18% 5% 28%
Vol Thru, % 35% 64% 83% 35%
Vol Right, % 17% 18% 12% 37%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 237 1131 746 1120
LT Vol 115 199 37 310
Through Vol 82 728 618 397
RT Vol 40 204 91 413
Lane Flow Rate 242 1154 761 1143
Geometry Grp 1111
Degree of Util (X) 0.656 2.783 1.831 2.775
Departure Headway (Hd) 30.997 16.797 20.644 14.527
Convergence, Y/N Yes Yes Yes Yes
Cap 121 231 183 263
Service Time 28.997 14.797 18.644 12.527
HCM Lane V/C Ratio 2 4.996 4.158 4.346
HCM Control Delay 79.6 847.6 438.6 838.4
HCM Lane LOS FFFF
HCM 95th-tile Q 3.4 52.1 23.3 59.3
2580
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 4 1 48 6 42 3 93 15 16 440 0
Future Vol, veh/h 6 4 1 48 6 42 3 93 15 16 440 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0 10 10 10 7 7 7
Mvmt Flow 7 4 1 52 7 46 3 101 16 17 478 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 654 635 478 630 627 109 478 0 0 117 0 0 Stage 1 512 512 - 115 115 -------
Stage 2 142 123 - 515 512 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.2 - - 4.17 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.29 - - 2.263 - -
Pot Cap-1 Maneuver 383 399 591 397 403 950 1044 - - 1441 - - Stage 1 548 540 - 895 804 -------
Stage 2 866 798 - 546 540 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 355 391 591 387 395 950 1044 - - 1441 - - Mov Cap-2 Maneuver 355 391 - 387 395 -------
Stage 1 546 531 - 892 802 -------
Stage 2 815 796 - 532 531 -------
Approach EB WB NB SB
HCM Control Delay, s 14.7 13.6 0.2 0.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1044 - - 382 523 1441 - -
HCM Lane V/C Ratio 0.003 - - 0.031 0.2 0.012 - -
HCM Control Delay (s) 8.5 0 - 14.7 13.6 7.5 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.7 0 - -
2581
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 130.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 328 162 52 462 19 152 77 20 43 361 63 Future Vol, veh/h 18 328 162 52 462 19 152 77 20 43 361 63 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 Heavy Vehicles, % 2 2 2 1 1 1 10 10 10 7 7 7
Mvmt Flow 19 345 171 55 486 20 160 81 21 45 380 66
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 34.4 196.3 41 207.5

HCM LOS D F E F

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 66% 0% 100% 0% 0% 100% 0% 9%
Vol Thru, % 34% 0% 0% 100% 40% 0% 96% 77%
Vol Right, % 0% 100% 0% 0% 60% 0% 4% 13%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 229 20 18 219 271 52 481 467
LT Vol 152 0 18 0 0 52 0 43
Through Vol 77 0 0 219 109 0 462 361
RT Vol 0 20 0 0 162 0 19 63
Lane Flow Rate 241 21 19 230 286 55 506 492
Geometry Grp 88888888
Degree of Util (X) 0.724 0.057 0.053 0.616 0.731 0.157 1.375 1.355 Departure Headway (Hd) 12.865 11.76 11.989 11.455 11.009 11.481 10.915 10.863 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 284 307 301 318 331 314 339 339
Service Time 10.565 9.46 9.689 9.155 8.709 9.181 8.615 8.563 HCM Lane V/C Ratio 0.849 0.068 0.063 0.723 0.864 0.175 1.493 1.451 HCM Control Delay 43.2 15.2 15.4 30.9 38.5 16.3 215.8 207.5 HCM Lane LOS E C C D E C F F
HCM 95th-tile Q 5.1 0.2 0.2 3.8 5.5 0.5 22.9 22.3
2582
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh27.3
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 1 250 4 9 0 497 86 1 0 84 17
Future Vol, veh/h 11 1 250 4 9 0 497 86 1 0 84 17
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 44444222333
Mvmt Flow 12 1 272 4 10 0 540 93 1 0 91 18
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.4 9.8 37.4 9.8

HCM LOS B A E A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 85% 4% 31% 0%
Vol Thru, % 15% 0% 69% 83%
Vol Right, % 0% 95% 0% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 584 262 13 101
LT Vol 497 11 4 0
Through Vol 86 1 9 84
RT Vol 1 250 0 17
Lane Flow Rate 635 285 14 110
Geometry Grp 1111
Degree of Util (X) 0.905 0.426 0.026 0.171
Departure Headway (Hd) 5.134 5.389 6.587 5.623
Convergence, Y/N Yes Yes Yes Yes
Cap 705 666 541 637
Service Time 3.161 3.434 4.653 3.669
HCM Lane V/C Ratio 0.901 0.428 0.026 0.173
HCM Control Delay 37.4 12.4 9.8 9.8
HCM Lane LOS EBAA
HCM 95th-tile Q 11.8 2.1 0.1 0.6
2583
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 8 9 565 331 7
Future Vol, veh/h 7 8 9 565 331 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 7 72233
Mvmt Flow 8 9 10 614 360 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 998 364 368 0 - 0
Stage 1 364 -----
Stage 2 634 -----
Critical Hdwy 6.47 6.27 4.12 - - -
Critical Hdwy Stg 1 5.47 -----
Critical Hdwy Stg 2 5.47 -----
Follow-up Hdwy 3.563 3.363 2.218 - - -
Pot Cap-1 Maneuver 265 670 1191 - - -
Stage 1 692 -----
Stage 2 519 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 262 670 1191 - - -
Mov Cap-2 Maneuver 262 -----
Stage 1 683 -----
Stage 2 519 -----
Approach EB NB SB
HCM Control Delay, s 14.7 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1191 - 388 - -
HCM Lane V/C Ratio 0.008 - 0.042 - -
HCM Control Delay (s) 8 0 14.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
2584
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 681 282 75 461 386 201 100 40 342 518 32 Future Volume (veh/h) 53 681 282 75 461 386 201 100 40 342 518 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 55 709 294 78 480 402 209 104 42 356 540 33 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222444
Cap, veh/h 85 785 343 98 426 361 232 722 612 362 794 49 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.13 0.39 0.39 0.21 0.46 0.46 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1717 105 Grp Volume(v), veh/h 55 709 294 78 480 402 209 104 42 356 0 573 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 4.5 29.1 27.3 6.5 34.2 34.2 17.3 5.4 2.5 30.3 0.0 37.0 Cycle Q Clear(g_c), s 4.5 29.1 27.3 6.5 34.2 34.2 17.3 5.4 2.5 30.3 0.0 37.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 85 785 343 98 426 361 232 722 612 362 0 843 V/C Ratio(X) 0.64 0.90 0.86 0.80 1.13 1.11 0.90 0.14 0.07 0.98 0.00 0.68 Avail Cap(c_a), veh/h 368 806 351 368 426 361 368 722 612 362 0 843 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 70.1 56.9 56.2 70.1 57.9 57.9 64.3 29.9 29.0 59.2 0.0 31.6 Incr Delay (d2), s/veh 3.0 13.9 19.6 5.5 82.6 81.4 11.5 0.4 0.2 42.4 0.0 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 14.4 12.4 3.1 25.5 21.7 8.5 2.5 1.0 17.4 0.0 16.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 70.7 75.7 75.6 140.5 139.3 75.7 30.3 29.2 101.6 0.0 36.0 LnGrp LOS EEEEFFECCFAD
Approach Vol, veh/h 1058 960 355 929
Approach Delay, s/veh 72.2 134.7 56.9 61.1
Approach LOS E F E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.5 75.1 11.2 40.2 35.0 63.6 12.2 39.1 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 19.3 39.0 6.5 36.2 32.3 7.4 8.5 31.1 Green Ext Time (p_c), s 0.2 0.0 0.1 0.0 0.0 0.6 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 85.6
HCM 6th LOS F
2585
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 5.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 10 20 30 8 43 7 195 19 135 762 54 Future Vol, veh/h 26 10 20 30 8 43 7 195 19 135 762 54
Conflicting Peds, #/hr 2 00002000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000333111
Mvmt Flow 28 11 22 33 9 47 8 212 21 147 828 59
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1391 1371 828 1407 1420 225 887 0 0 233 0 0 Stage 1 1122 1122 - 239 239 -------
Stage 2 269 249 - 1168 1181 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.13 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.227 - - 2.209 - -
Pot Cap-1 Maneuver 121 147 374 118 138 819 759 - - 1340 - - Stage 1 252 284 - 769 711 -------
Stage 2 741 704 - 238 266 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 98 129 374 95 121 817 759 - - 1340 - - Mov Cap-2 Maneuver 98 129 - 95 121 -------
Stage 1 249 253 - 761 703 -------
Stage 2 681 696 - 191 237 -------
Approach EB WB NB SB
HCM Control Delay, s 48.6 40.6 0.3 1.1

HCM LOS E E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 759 - - 141 186 1340 - -
HCM Lane V/C Ratio 0.01 - - 0.432 0.473 0.11 - -
HCM Control Delay (s) 9.8 - - 48.6 40.6 8 - -
HCM Lane LOS A - - E E A - -
HCM 95th %tile Q(veh) 0 - - 1.9 2.3 0.4 - -
2586
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 271 106 96 308 38 156 150 66 93 632 80 Future Volume (veh/h) 21 271 106 96 308 38 156 150 66 93 632 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 23 295 115 104 335 41 170 163 72 101 687 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 111111111111
Cap, veh/h 28 416 158 129 417 351 197 1014 859 126 939 795 Arrive On Green 0.02 0.17 0.17 0.07 0.22 0.22 0.11 0.54 0.54 0.07 0.50 0.50 Sat Flow, veh/h 1795 2514 954 1795 1885 1587 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 23 208 202 104 335 41 170 163 72 101 687 87 Grp Sat Flow(s),veh/h/ln 1795 1791 1677 1795 1885 1587 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 1.5 13.2 13.7 6.8 20.2 2.5 11.2 5.3 2.6 6.7 34.5 3.5 Cycle Q Clear(g_c), s 1.5 13.2 13.7 6.8 20.2 2.5 11.2 5.3 2.6 6.7 34.5 3.5 Prop In Lane 1.00 0.57 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 28 296 277 129 417 351 197 1014 859 126 939 795 V/C Ratio(X) 0.81 0.70 0.73 0.81 0.80 0.12 0.86 0.16 0.08 0.80 0.73 0.11 Avail Cap(c_a), veh/h 239 518 485 239 545 459 239 1014 859 239 939 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.9 47.3 47.5 54.9 44.2 37.3 52.5 14.0 13.4 55.0 23.8 16.0 Incr Delay (d2), s/veh 18.0 4.7 5.7 4.4 6.1 0.1 20.1 0.3 0.2 4.5 5.0 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/ln 0.8 6.1 6.0 3.2 9.8 1.0 6.0 2.2 0.9 3.1 15.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 52.0 53.2 59.3 50.3 37.5 72.6 14.4 13.6 59.4 28.8 16.3 LnGrp LOS E D D E D D EBBECB
Approach Vol, veh/h 433 480 405 875
Approach Delay, s/veh 53.9 51.2 38.7 31.1
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.2 65.0 5.9 31.9 12.4 69.8 12.6 25.1 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 16.0 34.7 16.0 34.7 16.0 34.7 16.0 34.7 Max Q Clear Time (g_c+I1), s 13.2 36.5 3.5 22.2 8.7 7.3 8.8 15.7 Green Ext Time (p_c), s 0.1 0.0 0.0 1.3 0.1 1.2 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
2587
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 137 0 33 539 454 0 0 449 533 Future Volume (veh/h) 0 0 0 137 0 33 539 454 0 0 449 533 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 0 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 140 0 34 550 463 0 0 458 544
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 101110011
Cap, veh/h 186 0 166 618 2741 0 0 951 848
Arrive On Green 0.10 0.00 0.10 0.30 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1795 0 1598 3483 3676 0 0 1885 1598
Grp Volume(v), veh/h 140 0 34 550 463 0 0 458 544
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1742 1791 0 0 1791 1598 Q Serve(g_s), s 7.6 0.0 1.9 15.1 0.0 0.0 0.0 16.1 24.2
Cycle Q Clear(g_c), s 7.6 0.0 1.9 15.1 0.0 0.0 0.0 16.1 24.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 186 0 166 618 2741 0 0 951 848
V/C Ratio(X) 0.75 0.00 0.21 0.89 0.17 0.00 0.00 0.48 0.64 Avail Cap(c_a), veh/h 429 0 382 801 2741 0 0 951 848
HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 41.0 34.3 0.0 0.0 0.0 14.8 16.7 Incr Delay (d2), s/veh 12.2 0.0 1.3 7.9 0.1 0.0 0.0 1.7 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.8 5.9 0.0 0.0 0.0 6.3 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.7 0.0 42.3 42.1 0.1 0.0 0.0 16.5 20.4 LnGrp LOS E A D D AAABC
Approach Vol, veh/h 174 1013 1002
Approach Delay, s/veh 53.1 22.9 18.6
Approach LOS D C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 83.3 23.4 59.9 16.7
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 23 34.3 23.9
Max Q Clear Time (g_c+I1), s 2.0 17.1 26.2 9.6
Green Ext Time (p_c), s 5.6 0.6 5.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2588
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 0 384 0 0 0 0 843 101 15 571 0 Future Volume (veh/h) 150 0 384 0 0 0 0 843 101 15 571 0 Initial Q (Qb), veh 0 0 0 000000
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 1856 0 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 158 0 404 0 887 106 16 601 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, % 3 0 3 011220
Cap, veh/h 954 0 438 0 1652 197 38 2106 0
Arrive On Green 0.28 0.00 0.28 0.00 0.51 0.51 0.03 0.79 0.00 Sat Flow, veh/h 3428 0 1572 0 3308 384 1781 3647 0
Grp Volume(v), veh/h 158 0 404 0 494 499 16 601 0
Grp Sat Flow(s),veh/h/ln1714 0 1572 0 1791 1806 1781 1777 0 Q Serve(g_s), s 3.5 0.0 24.9 0.0 18.5 18.5 0.9 4.6 0.0
Cycle Q Clear(g_c), s 3.5 0.0 24.9 0.0 18.5 18.5 0.9 4.6 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 954 0 438 0 921 929 38 2106 0
V/C Ratio(X) 0.17 0.00 0.92 0.00 0.54 0.54 0.42 0.29 0.00 Avail Cap(c_a), veh/h 998 0 458 0 921 929 285 2106 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.79 0.79 0.00 Uniform Delay (d), s/veh 27.3 0.0 35.0 0.0 16.3 16.3 48.0 4.8 0.0 Incr Delay (d2), s/veh 0.2 0.0 25.0 0.0 2.2 2.2 2.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 0.0 12.2 0.0 7.4 7.4 0.4 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 0.0 60.0 0.0 18.5 18.5 50.1 5.1 0.0 LnGrp LOS C A E A B B D A A
Approach Vol, veh/h 562 993 617
Approach Delay, s/veh 50.9 18.5 6.2
Approach LOS D B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.9 58.2 33.9 66.1
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 16 36.3 29.1 58.0
Max Q Clear Time (g_c+I1), s2.9 20.5 26.9 6.6
Green Ext Time (p_c), s 0.0 9.9 0.9 7.6
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2589
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 121 134 128 142 50 179 764 180 114 665 13 Future Volume (veh/h) 13 121 134 128 142 50 179 764 180 114 665 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 14 132 146 139 154 54 195 830 196 124 723 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 000111000111
Cap, veh/h 44 216 183 163 225 79 197 2848 884 148 2689 815 Arrive On Green 0.02 0.11 0.11 0.09 0.17 0.17 0.11 0.55 0.55 0.08 0.52 0.52 Sat Flow, veh/h 1810 1900 1610 1795 1333 468 1810 5187 1610 1795 5147 1560 Grp Volume(v), veh/h 14 132 146 139 0 208 195 830 196 124 723 14 Grp Sat Flow(s),veh/h/ln 1810 1900 1610 1795 0 1801 1810 1729 1610 1795 1716 1560 Q Serve(g_s), s 1.0 8.9 11.9 10.3 0.0 14.7 14.5 11.6 8.4 9.2 10.5 0.6 Cycle Q Clear(g_c), s 1.0 8.9 11.9 10.3 0.0 14.7 14.5 11.6 8.4 9.2 10.5 0.6 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 216 183 163 0 304 197 2848 884 148 2689 815 V/C Ratio(X) 0.32 0.61 0.80 0.85 0.00 0.68 0.99 0.29 0.22 0.84 0.27 0.02 Avail Cap(c_a), veh/h 185 612 519 205 0 580 197 2848 884 196 2689 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.44 0.44 0.44 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.8 57.0 58.3 60.5 0.0 52.7 60.1 16.3 15.6 61.1 17.9 15.5 Incr Delay (d2), s/veh 1.5 3.3 9.1 19.9 0.0 6.0 39.6 0.1 0.3 16.8 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/ln 0.5 4.4 5.3 5.5 0.0 7.1 8.6 4.3 3.1 4.8 4.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 60.3 67.4 80.3 0.0 58.7 99.7 16.5 15.9 77.8 18.1 15.6 LnGrp LOS E E E F A E F BBEBB
Approach Vol, veh/h 292 347 1221 861
Approach Delay, s/veh 64.1 67.4 29.7 26.7
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 76.2 9.5 29.3 16.4 79.8 16.9 21.9 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 14.7 39.3 13.8 43.5 14.7 39.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 16.5 12.5 3.0 16.7 11.2 13.6 12.3 13.9 Green Ext Time (p_c), s 0.0 10.6 0.0 2.2 0.0 13.8 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 37.2
HCM 6th LOS D
2590
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 676 387 353 596 297 293 1451 488 308 1051 207 Future Volume (veh/h) 265 676 387 353 596 297 293 1451 488 308 1051 207 Initial Q (Qb), veh 0 00000000000
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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 282 719 412 376 634 316 312 1544 519 328 1118 220 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00000000111
Cap, veh/h 333 1048 467 421 1169 521 361 1605 498 376 1618 495 Arrive On Green 0.09 0.29 0.29 0.12 0.32 0.32 0.10 0.31 0.31 0.11 0.31 0.31 Sat Flow, veh/h 3510 3610 1610 3510 3610 1609 3510 5187 1609 3483 5147 1574 Grp Volume(v), veh/h 282 719 412 376 634 316 312 1544 519 328 1118 220 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1805 1609 1755 1729 1609 1742 1716 1574 Q Serve(g_s), s 11.5 25.6 35.4 15.3 20.9 24.0 12.7 42.4 44.9 13.4 27.6 16.1 Cycle Q Clear(g_c), s 11.5 25.6 35.4 15.3 20.9 24.0 12.7 42.4 44.9 13.4 27.6 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 333 1048 467 421 1169 521 361 1605 498 376 1618 495 V/C Ratio(X) 0.85 0.69 0.88 0.89 0.54 0.61 0.86 0.96 1.04 0.87 0.69 0.44 Avail Cap(c_a), veh/h 470 1090 486 441 1169 521 453 1605 498 449 1618 495 HCM Platoon Ratio 1.00 1.00 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 0.09 0.09 0.09 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 64.6 45.6 49.1 62.9 40.2 41.3 64.0 49.2 50.1 63.7 43.5 39.6 Incr Delay (d2), s/veh 7.2 2.5 18.2 2.2 0.1 0.2 11.4 15.1 52.0 12.4 2.3 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 11.7 16.3 6.8 9.0 9.4 6.1 19.9 24.8 6.5 11.7 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.8 48.1 67.2 65.1 40.3 41.5 75.4 64.4 102.0 76.1 45.8 42.3 LnGrp LOS E D E E D D E E F E D D
Approach Vol, veh/h 1413 1326 2375 1666
Approach Delay, s/veh 58.4 47.6 74.0 51.3
Approach LOS E D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.2 51.3 19.3 53.1 22.0 50.6 24.2 48.3 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s14.7 29.6 13.5 26.0 15.4 46.9 17.3 37.4 Green Ext Time (p_c), s 0.2 7.9 0.3 6.4 0.2 0.0 0.1 4.7 Intersection Summary
HCM 6th Ctrl Delay 60.0
HCM 6th LOS E
2591
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh253.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 370 101 18 216 160 149 430 28 203 254 3 Future Vol, veh/h 7 370 101 18 216 160 149 430 28 203 254 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 1 11000111111
Mvmt Flow 8 402 110 20 235 174 162 467 30 221 276 3
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 222.3 131.1 386.4 215.1

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 25% 1% 5% 44%
Vol Thru, % 71% 77% 55% 55%
Vol Right, % 5% 21% 41% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 607 478 394 460
LT Vol 149 7 18 203
Through Vol 430 370 216 254
RT Vol 28 101 160 3
Lane Flow Rate 660 520 428 500
Geometry Grp 1111
Degree of Util (X) 1.766 1.37 1.114 1.347
Departure Headway (Hd) 12.302 13.219 14.225 13.783
Convergence, Y/N Yes Yes Yes Yes
Cap 303 281 261 270
Service Time 10.302 11.219 12.225 11.783
HCM Lane V/C Ratio 2.178 1.851 1.64 1.852
HCM Control Delay 386.4 222.3 131.1 215.1
HCM Lane LOS FFFF
HCM 95th-tile Q 33.8 19.7 12.2 18.5
2592
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 933 218 80 854 211 313 681 108 159 504 108 Future Volume (veh/h) 144 933 218 80 854 211 313 681 108 159 504 108 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 155 1003 234 86 918 227 337 732 116 171 542 116 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 181 1008 450 146 497 421 290 705 598 197 608 515 Arrive On Green 0.10 0.28 0.28 0.08 0.26 0.26 0.16 0.37 0.37 0.11 0.32 0.32 Sat Flow, veh/h 1795 3582 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 155 1003 234 86 918 227 337 732 116 171 542 116 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 11.0 36.3 16.0 6.0 34.0 15.8 21.0 48.6 6.4 12.2 35.6 6.9 Cycle Q Clear(g_c), s 11.0 36.3 16.0 6.0 34.0 15.8 21.0 48.6 6.4 12.2 35.6 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 1008 450 146 497 421 290 705 598 197 608 515 V/C Ratio(X) 0.86 0.99 0.52 0.59 1.85 0.54 1.16 1.04 0.19 0.87 0.89 0.23 Avail Cap(c_a), veh/h 290 1008 450 292 497 421 290 705 598 290 608 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 46.6 39.3 57.7 48.0 41.3 54.5 40.7 27.5 56.9 41.9 32.2 Incr Delay (d2), s/veh 4.3 19.5 0.8 1.4 389.1 2.0 104.1 44.1 0.7 12.2 17.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.1 18.2 6.2 2.7 69.1 6.3 17.6 30.1 2.5 6.1 18.9 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 66.1 40.1 59.1 437.1 43.3 158.6 84.8 28.2 69.1 59.8 33.2 LnGrp LOS E E D E F D F F C E E C
Approach Vol, veh/h 1392 1231 1185 829
Approach Delay, s/veh 61.3 338.0 100.3 58.0
Approach LOS E F F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 47.9 17.1 40.0 18.3 54.6 14.5 42.6 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s23.0 37.6 13.0 36.0 14.2 50.6 8.0 38.3 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 0.0 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 144.1
HCM 6th LOS F
2593
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 191 763 163 234 833 147 222 676 277 136 273 161 Future Volume (veh/h) 191 763 163 234 833 147 222 676 277 136 273 161 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 201 803 172 246 877 155 234 712 292 143 287 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 11000000000
Cap, veh/h 254 859 382 300 912 407 258 1215 542 612 1330 593 Arrive On Green 0.07 0.24 0.24 0.09 0.25 0.25 0.14 0.34 0.34 0.17 0.37 0.37 Sat Flow, veh/h 3483 3582 1594 3510 3610 1610 1810 3610 1610 3510 3610 1610 Grp Volume(v), veh/h 201 803 172 246 877 155 234 712 292 143 287 169 Grp Sat Flow(s),veh/h/ln1742 1791 1594 1755 1805 1610 1810 1805 1610 1755 1805 1610 Q Serve(g_s), s 7.9 30.7 12.9 9.6 33.6 11.1 17.8 22.8 20.6 4.9 7.6 10.4 Cycle Q Clear(g_c), s 7.9 30.7 12.9 9.6 33.6 11.1 17.8 22.8 20.6 4.9 7.6 10.4 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 254 859 382 300 912 407 258 1215 542 612 1330 593 V/C Ratio(X) 0.79 0.93 0.45 0.82 0.96 0.38 0.91 0.59 0.54 0.23 0.22 0.28 Avail Cap(c_a), veh/h 607 870 387 612 912 407 315 1215 542 612 1330 593 HCM Platoon Ratio 1.00 1.00 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 0.87 0.87 0.87 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.8 52.1 45.3 62.9 51.7 43.3 59.1 38.4 37.6 49.8 30.3 31.2 Incr Delay (d2), s/veh 2.1 17.0 1.2 2.1 21.2 0.9 20.8 1.8 3.3 0.9 0.4 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/ln3.5 15.4 5.1 4.3 17.3 4.4 9.5 10.2 8.3 2.2 3.3 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.9 69.1 46.6 65.1 72.9 44.1 79.9 40.2 40.9 50.6 30.7 32.4 LnGrp LOS E E D E E D E DDDCC
Approach Vol, veh/h 1176 1278 1238 599
Approach Delay, s/veh 65.3 67.9 47.9 36.0
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.6 57.3 15.8 41.4 30.0 52.8 17.6 39.6 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s19.8 12.4 9.9 35.6 6.9 24.8 11.6 32.7 Green Ext Time (p_c), s 0.1 6.2 0.3 0.0 0.2 6.0 0.3 0.8 Intersection Summary
HCM 6th Ctrl Delay 56.9
HCM 6th LOS E
2594
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 154 108 165 1110 581 73
Future Volume (veh/h) 154 108 165 1110 581 73
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1900 1900
Adj Flow Rate, veh/h 167 117 179 1207 632 79
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 11100
Cap, veh/h 212 189 169 2729 2241 1000
Arrive On Green 0.12 0.12 0.09 0.76 0.62 0.62
Sat Flow, veh/h 1795 1598 1795 3676 3705 1610
Grp Volume(v), veh/h 167 117 179 1207 632 79
Grp Sat Flow(s),veh/h/ln1795 1598 1795 1791 1805 1610
Q Serve(g_s), s 7.7 5.9 8.0 10.3 6.8 1.7
Cycle Q Clear(g_c), s 7.7 5.9 8.0 10.3 6.8 1.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 189 169 2729 2241 1000
V/C Ratio(X) 0.79 0.62 1.06 0.44 0.28 0.08
Avail Cap(c_a), veh/h 530 472 169 2729 2241 1000
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 0.90 0.90
Uniform Delay (d), s/veh 36.4 35.7 38.5 3.6 7.4 6.4
Incr Delay (d2), s/veh 2.5 1.2 85.8 0.5 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.4 2.3 7.4 2.1 2.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.9 36.9 124.3 4.2 7.7 6.6
LnGrp LOS D D F A A A
Approach Vol, veh/h 284 1386 711
Approach Delay, s/veh 38.1 19.7 7.6
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s12.0 58.1 70.1 14.9
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s8.0 37.7 49.7 25.1
Max Q Clear Time (g_c+I1), s10.0 8.8 12.3 9.7
Green Ext Time (p_c), s 0.0 5.8 13.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. 2595
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 590 413 33 469 351 328 833 48 110 535 50 Future Volume (veh/h) 101 590 413 33 469 351 328 833 48 110 535 50 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 107 628 439 35 499 373 349 886 51 117 569 53 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00111111000
Cap, veh/h 130 503 426 83 451 382 368 1748 762 140 1300 565 Arrive On Green 0.07 0.26 0.26 0.05 0.24 0.24 0.21 0.49 0.49 0.08 0.36 0.36 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1561 1810 3610 1570 Grp Volume(v), veh/h 107 628 439 35 499 373 349 886 51 117 569 53 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1561 1810 1805 1570 Q Serve(g_s), s 8.8 39.7 39.7 2.8 35.9 34.8 28.8 25.2 2.6 9.6 18.0 3.4 Cycle Q Clear(g_c), s 8.8 39.7 39.7 2.8 35.9 34.8 28.8 25.2 2.6 9.6 18.0 3.4 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 130 503 426 83 451 382 368 1748 762 140 1300 565 V/C Ratio(X) 0.83 1.25 1.03 0.42 1.11 0.98 0.95 0.51 0.07 0.84 0.44 0.09 Avail Cap(c_a), veh/h 374 503 426 311 451 382 371 1748 762 314 1300 565 HCM Platoon Ratio 1.00 1.00 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 0.44 0.44 0.44 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.7 55.2 55.1 69.6 57.1 56.7 58.8 26.1 20.3 68.3 36.5 31.8 Incr Delay (d2), s/veh 5.0 127.7 51.5 1.3 74.7 40.1 19.1 0.5 0.1 5.0 1.1 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/ln4.2 36.3 21.8 1.3 26.0 17.9 14.7 10.6 1.0 4.6 8.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 182.9 106.7 70.9 131.8 96.7 77.9 26.6 20.4 73.3 37.5 32.1 LnGrp LOS E F F E F F E C C E D C
Approach Vol, veh/h 1174 907 1286 739
Approach Delay, s/veh 144.4 115.0 40.3 42.8
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s34.8 59.3 14.7 41.2 15.6 78.5 10.9 45.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s30.8 20.0 10.8 37.9 11.6 27.2 4.8 41.7 Green Ext Time (p_c), s 0.0 4.5 0.1 0.0 0.1 6.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 87.0
HCM 6th LOS F
2596
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 400 185 38 336 122 261 1130 90 125 831 32 Future Volume (veh/h) 23 400 185 38 336 122 261 1130 90 125 831 32 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 25 435 201 41 365 133 284 1228 98 136 903 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11111000000
Cap, veh/h 83 479 405 109 506 429 304 1471 117 172 1282 50 Arrive On Green 0.05 0.25 0.25 0.06 0.27 0.27 0.17 0.44 0.44 0.10 0.36 0.36 Sat Flow, veh/h 1795 1885 1596 1795 1885 1598 1810 3381 269 1810 3539 137 Grp Volume(v), veh/h 25 435 201 41 365 133 284 655 671 136 461 477 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1845 1810 1805 1871 Q Serve(g_s), s 1.7 28.0 13.4 2.7 22.0 8.3 19.4 40.2 40.4 9.2 27.3 27.3 Cycle Q Clear(g_c), s 1.7 28.0 13.4 2.7 22.0 8.3 19.4 40.2 40.4 9.2 27.3 27.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.07
Lane Grp Cap(c), veh/h 83 479 405 109 506 429 304 785 803 172 654 678 V/C Ratio(X) 0.30 0.91 0.50 0.38 0.72 0.31 0.93 0.83 0.84 0.79 0.70 0.70 Avail Cap(c_a), veh/h 158 593 502 158 593 502 304 785 803 232 654 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 Uniform Delay (d), s/veh 57.6 45.2 39.8 56.4 41.5 36.5 51.3 31.3 31.4 55.3 34.1 34.1 Incr Delay (d2), s/veh 0.7 15.0 0.6 0.8 3.7 0.4 34.3 10.1 10.1 6.7 4.8 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/ln0.8 14.6 5.2 1.2 10.4 3.2 11.4 18.7 19.2 4.4 12.4 12.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 60.2 40.4 57.2 45.2 37.0 85.6 41.4 41.5 62.0 39.0 38.8 LnGrp LOS E E D E D D F D D E D D
Approach Vol, veh/h 661 539 1610 1074
Approach Delay, s/veh 54.1 44.1 49.2 41.8
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 51.0 9.8 39.2 15.9 60.1 11.6 37.4 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s21.4 29.3 3.7 24.0 11.2 42.4 4.7 30.0 Green Ext Time (p_c), s 0.0 2.4 0.0 2.3 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 47.3
HCM 6th LOS D
2597
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1846 609 0 2287 772 0 0 0 77 0 406 Future Volume (veh/h) 0 1846 609 0 2287 772 0 0 0 77 0 406 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1865 615 0 2553 0 78 0 410
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 11011 101
Cap, veh/h 0 3321 818 0 3862 664 0 536
Arrive On Green 0.00 0.51 0.51 0.00 0.51 0.00 0.19 0.00 0.19 Sat Flow, veh/h 0 6749 1598 0 7541 1598 3483 0 2812
Grp Volume(v), veh/h 0 1865 615 0 2553 0 78 0 410
Grp Sat Flow(s),veh/h/ln 0 1621 1598 0 1885 1598 1742 0 1406 Q Serve(g_s), s 0.0 26.0 40.3 0.0 33.0 0.0 2.4 0.0 18.2 Cycle Q Clear(g_c), s 0.0 26.0 40.3 0.0 33.0 0.0 2.4 0.0 18.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3321 818 0 3862 664 0 536
V/C Ratio(X) 0.00 0.56 0.75 0.00 0.66 0.12 0.00 0.77
Avail Cap(c_a), veh/h 0 3341 823 0 3885 1317 0 1063
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.84 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.1 25.5 0.0 23.8 0.0 44.2 0.0 50.6 Incr Delay (d2), s/veh 0.0 0.7 6.3 0.0 0.8 0.0 0.2 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.5 15.8 0.0 14.0 0.0 1.1 0.0 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.7 31.8 0.0 24.5 0.0 44.4 0.0 56.2 LnGrp LOS A C C A C D A E
Approach Vol, veh/h 2480 2553 488
Approach Delay, s/veh 25.0 24.5 54.3
Approach LOS C C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 74.4 32.5 74.4
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 68.0 49.9 68.0
Max Q Clear Time (g_c+I1), s 42.3 20.2 35.0
Green Ext Time (p_c), s 25.1 4.9 32.6
Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2598
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1526 397 0 2271 214 788 0 958 0 0 0 Future Volume (veh/h) 0 1526 397 0 2271 214 788 0 958 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1573 0 0 2341 221 812 0 988
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 11011101
Cap, veh/h 0 2930 0 4346 909 1651 0 917
Arrive On Green 0.00 0.57 0.00 0.00 0.57 0.57 0.33 0.00 0.33 Sat Flow, veh/h 0 5316 1598 0 7993 1598 5063 0 2812
Grp Volume(v), veh/h 0 1573 0 0 2341 221 812 0 988
Grp Sat Flow(s),veh/h/ln 0 1716 1598 0 1527 1598 1688 0 1406 Q Serve(g_s), s 0.0 24.7 0.0 0.0 24.8 9.0 16.7 0.0 42.4 Cycle Q Clear(g_c), s 0.0 24.7 0.0 0.0 24.8 9.0 16.7 0.0 42.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2930 0 4346 909 1651 0 917
V/C Ratio(X) 0.00 0.54 0.00 0.54 0.24 0.49 0.00 1.08
Avail Cap(c_a), veh/h 0 2930 0 4346 909 1651 0 917
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 0.92 0.00 0.00 0.16 0.16 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.4 0.0 0.0 17.4 14.0 35.2 0.0 43.8 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 0.1 0.1 1.0 0.0 52.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.2 0.0 0.0 8.1 3.1 7.0 0.0 21.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.0 0.0 0.0 17.5 14.1 36.2 0.0 96.6 LnGrp LOS A B A B B D A F
Approach Vol, veh/h 1573 2562 1800
Approach Delay, s/veh 18.0 17.2 69.4
Approach LOS B B E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.8 80.8 49.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 74.0 74.0 42.4
Max Q Clear Time (g_c+I1), s 26.7 26.8 44.4
Green Ext Time (p_c), s 38.1 46.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 33.2
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2599
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 635 1499 349 326 1423 208 609 603 320 329 372 453 Future Volume (veh/h) 635 1499 349 326 1423 208 609 603 320 329 372 453 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 661 1561 364 340 1482 217 634 628 333 343 388 472 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 11111000111
Cap, veh/h 562 1560 484 389 1305 405 673 1148 525 394 1305 703 Arrive On Green 0.16 0.30 0.30 0.11 0.25 0.25 0.19 0.33 0.33 0.11 0.25 0.25 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1581 3483 5147 2773 Grp Volume(v), veh/h 661 1561 364 340 1482 217 634 628 333 343 388 472 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1581 1742 1716 1387 Q Serve(g_s), s 25.0 47.0 31.9 14.9 39.3 18.2 27.6 23.0 27.6 15.0 9.4 23.7 Cycle Q Clear(g_c), s 25.0 47.0 31.9 14.9 39.3 18.2 27.6 23.0 27.6 15.0 9.4 23.7 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 562 1560 484 389 1305 405 673 1148 525 394 1305 703 V/C Ratio(X) 1.18 1.00 0.75 0.87 1.14 0.54 0.94 0.55 0.63 0.87 0.30 0.67 Avail Cap(c_a), veh/h 562 1560 484 562 1305 405 679 1148 525 674 1305 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.0 54.0 48.7 67.8 57.8 50.0 61.8 42.3 43.8 67.6 46.7 52.0 Incr Delay (d2), s/veh 90.7 17.7 6.4 7.7 70.9 5.0 21.2 1.9 5.7 2.8 0.6 5.1 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/ln18.0 22.3 13.3 6.9 25.2 7.7 14.1 10.0 11.5 6.7 4.1 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 155.7 71.7 55.1 75.5 128.8 55.0 83.0 44.1 49.5 70.5 47.3 57.1 LnGrp LOS F F E E F D F D D E D E
Approach Vol, veh/h 2586 2039 1595 1203
Approach Delay, s/veh 90.9 112.1 60.7 57.7
Approach LOS F F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s30.0 45.3 22.5 57.2 22.3 53.0 34.7 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s27.0 41.3 17.0 29.6 16.9 49.0 29.6 25.7 Green Ext Time (p_c), s 0.0 0.0 0.5 2.8 0.4 0.0 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 84.8
HCM 6th LOS F
2600
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 236 234 0 0 0
Future Vol, veh/h 0 236 234 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 257 254 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 254 0 - 0 511 254
Stage 1 - - - - 254 -
Stage 2 - - - - 257 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1323 - - - 526 790
Stage 1 - - - - 793 -
Stage 2 - - - - 791 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1323 - - - 526 790
Mov Cap-2 Maneuver - - - - 526 -
Stage 1 - - - - 793 -
Stage 2 - - - - 791 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1323 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
2601
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 949.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 353 772 168 43 866 309 192 286 40 153 157 341 Future Vol, veh/h 353 772 168 43 866 309 192 286 40 153 157 341 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 111000000000
Mvmt Flow 376 821 179 46 921 329 204 304 43 163 167 363 Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 1260.1 1145.2 337.3 454.8

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 37% 27% 4% 24%
Vol Thru, % 55% 60% 71% 24%
Vol Right, % 8% 13% 25% 52%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 518 1293 1218 651
LT Vol 192 353 43 153
Through Vol 286 772 866 157
RT Vol 40 168 309 341
Lane Flow Rate 551 1376 1296 693
Geometry Grp 1111
Degree of Util (X) 1.473 3.665 3.402 1.795
Departure Headway (Hd) 37.557 24.747 25.855 32.165
Convergence, Y/N Yes Yes Yes Yes
Cap 105 165 155 125
Service Time 35.557 22.747 23.855 30.165
HCM Lane V/C Ratio 5.248 8.339 8.361 5.544
HCM Control Delay 337.3 1260.1 1145.2 454.8
HCM Lane LOS FFFF
HCM 95th-tile Q 10.6 52.3 45.7 15.9
2602
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 3 28 3 37 0 336 41 37 189 1
Future Vol, veh/h 2 1 3 28 3 37 0 336 41 37 189 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 9 99000000111
Mvmt Flow 2 1 3 30 3 40 0 365 45 40 205 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 695 696 206 676 674 388 206 0 0 410 0 0 Stage 1 286 286 - 388 388 -------
Stage 2 409 410 - 288 286 -------
Critical Hdwy 7.19 6.59 6.29 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.19 5.59 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.1 5.5 -------
Follow-up Hdwy 3.581 4.081 3.381 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 348 357 817 370 379 665 1377 - - 1154 - - Stage 1 706 662 - 640 612 -------
Stage 2 606 584 - 724 679 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 315 343 817 357 364 665 1377 - - 1154 - - Mov Cap-2 Maneuver 315 343 - 357 364 -------
Stage 1 706 636 - 640 612 -------
Stage 2 566 584 - 692 653 -------
Approach EB WB NB SB
HCM Control Delay, s 12.9 13.9 0 1.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1377 - - 464 478 1154 - -
HCM Lane V/C Ratio - - - 0.014 0.155 0.035 - -
HCM Control Delay (s) 0 - - 12.9 13.9 8.2 0 -
HCM Lane LOS A - - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0.5 0.1 - -
2603
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 178.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 54 494 140 50 483 28 227 259 54 20 157 29 Future Vol, veh/h 54 494 140 50 483 28 227 259 54 20 157 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 111111000111
Mvmt Flow 59 537 152 54 525 30 247 282 59 22 171 32
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 65.5 283.3 265.1 42.2

HCM LOS F F F E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 47% 0% 100% 0% 0% 100% 0% 10%
Vol Thru, % 53% 0% 0% 100% 54% 0% 95% 76%
Vol Right, % 0% 100% 0% 0% 46% 0% 5% 14%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 486 54 54 329 305 50 511 206
LT Vol 227 0 54 0 0 50 0 20
Through Vol 259 0 0 329 165 0 483 157
RT Vol 0 54 0 0 140 0 28 29
Lane Flow Rate 528 59 59 358 331 54 555 224
Geometry Grp 88888888
Degree of Util (X) 1.551 0.157 0.166 0.965 0.863 0.164 1.591 0.687 Departure Headway (Hd) 12.001 11.012 12.698 12.161 11.816 12.422 11.842 13.847 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 306 328 285 301 311 291 311 264
Service Time 9.701 8.712 10.398 9.861 9.516 10.122 9.542 11.547 HCM Lane V/C Ratio 1.725 0.18 0.207 1.189 1.064 0.186 1.785 0.848 HCM Control Delay 292.8 15.8 17.9 80.1 58.1 17.5 309.3 42.2 HCM Lane LOS F C C F F C F E
HCM 95th-tile Q 27.1 0.5 0.6 9.7 7.7 0.6 28.8 4.5
2604
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 4 233 4 5 1 199 90 3 1 71 5
Future Vol, veh/h 8 4 233 4 5 1 199 90 3 1 71 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 00000000222
Mvmt Flow 9 4 253 4 5 1 216 98 3 1 77 5
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.4 8.4 11.2 8.6

HCM LOS A A B A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 68% 3% 40% 1%
Vol Thru, % 31% 2% 50% 92%
Vol Right, % 1% 95% 10% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 292 245 10 77
LT Vol 199 8 4 1
Through Vol 90 4 5 71
RT Vol 3 233 1 5
Lane Flow Rate 317 266 11 84
Geometry Grp 1111
Degree of Util (X) 0.418 0.32 0.016 0.114
Departure Headway (Hd) 4.746 4.321 5.221 4.901
Convergence, Y/N Yes Yes Yes Yes
Cap 755 831 681 726
Service Time 2.798 2.358 3.285 2.964
HCM Lane V/C Ratio 0.42 0.32 0.016 0.116
HCM Control Delay 11.2 9.4 8.4 8.6
HCM Lane LOS BAAA
HCM 95th-tile Q 2.1 1.4 0 0.4
2605
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 6 9 286 300 2
Future Vol, veh/h 3 6 9 286 300 2
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00022
Mvmt Flow 3 7 10 311 326 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 658 327 328 0 - 0
Stage 1 327 -----
Stage 2 331 -----
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 432 719 1243 - - -
Stage 1 735 -----
Stage 2 732 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 428 719 1243 - - -
Mov Cap-2 Maneuver 428 -----
Stage 1 728 -----
Stage 2 732 -----
Approach EB NB SB
HCM Control Delay, s 11.2 0.2 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1243 - 586 - -
HCM Lane V/C Ratio 0.008 - 0.017 - -
HCM Control Delay (s) 7.9 0 11.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
2606
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 598 169 72 665 282 279 370 108 155 230 38 Future Volume (veh/h) 54 598 169 72 665 282 279 370 108 155 230 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 57 629 178 76 700 297 294 389 114 163 242 40 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, % 111111111111
Cap, veh/h 87 794 354 96 427 362 316 923 782 186 659 109 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.18 0.49 0.49 0.10 0.42 0.42 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1597 1795 1577 261 Grp Volume(v), veh/h 57 629 178 76 700 297 294 389 114 163 0 282 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1885 1598 1795 1885 1597 1795 0 1838 Q Serve(g_s), s 4.7 24.9 14.6 6.3 34.0 26.5 24.2 19.9 5.9 13.4 0.0 15.8 Cycle Q Clear(g_c), s 4.7 24.9 14.6 6.3 34.0 26.5 24.2 19.9 5.9 13.4 0.0 15.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 87 794 354 96 427 362 316 923 782 186 0 768 V/C Ratio(X) 0.66 0.79 0.50 0.79 1.64 0.82 0.93 0.42 0.15 0.87 0.00 0.37 Avail Cap(c_a), veh/h 371 812 362 371 427 362 371 923 782 371 0 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 70.1 55.1 51.1 70.2 58.0 55.1 60.9 24.6 21.0 66.2 0.0 30.0 Incr Delay (d2), s/veh 3.1 5.9 2.1 5.5 297.6 15.0 25.8 1.4 0.4 5.0 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 11.7 6.0 3.0 51.0 12.0 13.1 9.0 2.3 6.3 0.0 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 61.0 53.2 75.7 355.6 70.1 86.7 26.0 21.4 71.2 0.0 31.4 LnGrp LOS E E D E F E F C C E A C
Approach Vol, veh/h 864 1073 797 445
Approach Delay, s/veh 60.2 256.8 47.7 46.0
Approach LOS E F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.4 68.3 11.3 40.0 19.6 79.2 12.0 39.3 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 26.2 17.8 6.7 36.0 15.4 21.9 8.3 26.9 Green Ext Time (p_c), s 0.2 1.3 0.1 0.0 0.2 2.0 0.1 3.8 Intersection Summary
HCM 6th Ctrl Delay 121.4
HCM 6th LOS F
2607
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 3 14 18 28 105 24 666 22 23 411 42 Future Vol, veh/h 53 3 14 18 28 105 24 666 22 23 411 42 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99444111222
Mvmt Flow 55 3 15 19 29 109 25 694 23 24 428 44
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1301 1243 428 1263 1276 706 472 0 0 717 0 0 Stage 1 476 476 - 756 756 -------
Stage 2 825 767 - 507 520 -------
Critical Hdwy 7.19 6.59 6.29 7.14 6.54 6.24 4.11 - - 4.12 - - Critical Hdwy Stg 1 6.19 5.59 - 6.14 5.54 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.14 5.54 -------
Follow-up Hdwy 3.581 4.081 3.381 3.536 4.036 3.336 2.209 - - 2.218 - - Pot Cap-1 Maneuver 133 169 612 145 165 432 1095 - - 884 - - Stage 1 557 545 - 397 413 -------
Stage 2 357 401 - 544 529 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 82 161 612 134 157 432 1095 - - 884 - - Mov Cap-2 Maneuver 82 161 - 134 157 -------
Stage 1 544 530 - 388 404 -------
Stage 2 242 392 - 514 515 -------
Approach EB WB NB SB
HCM Control Delay, s 100.5 34.9 0.3 0.4

HCM LOS F D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1095 - - 102 272 884 - -
HCM Lane V/C Ratio 0.023 - - 0.715 0.578 0.027 - -
HCM Control Delay (s) 8.4 - - 100.5 34.9 9.2 - -
HCM Lane LOS A - - F D A - -
HCM 95th %tile Q(veh) 0.1 - - 3.7 3.3 0.1 - -
2608
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 348 142 57 369 102 166 504 65 58 323 61 Future Volume (veh/h) 73 348 142 57 369 102 166 504 65 58 323 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 79 378 154 62 401 111 180 548 71 63 351 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 000111111333
Cap, veh/h 101 619 249 80 443 376 208 958 812 81 813 689 Arrive On Green 0.06 0.25 0.25 0.04 0.24 0.24 0.12 0.51 0.51 0.05 0.44 0.44 Sat Flow, veh/h 1810 2514 1010 1795 1885 1598 1795 1885 1598 1767 1856 1572 Grp Volume(v), veh/h 79 270 262 62 401 111 180 548 71 63 351 66 Grp Sat Flow(s),veh/h/ln 1810 1805 1718 1795 1885 1598 1795 1885 1598 1767 1856 1572 Q Serve(g_s), s 5.2 15.9 16.3 4.1 24.8 6.9 11.8 24.2 2.7 4.2 15.7 3.0 Cycle Q Clear(g_c), s 5.2 15.9 16.3 4.1 24.8 6.9 11.8 24.2 2.7 4.2 15.7 3.0 Prop In Lane 1.00 0.59 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 101 445 423 80 443 376 208 958 812 81 813 689 V/C Ratio(X) 0.78 0.61 0.62 0.77 0.90 0.30 0.87 0.57 0.09 0.78 0.43 0.10 Avail Cap(c_a), veh/h 271 522 497 269 545 462 269 958 812 265 813 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 40.1 40.2 56.7 44.6 37.7 52.2 20.5 15.2 56.6 23.3 19.8 Incr Delay (d2), s/veh 4.9 2.3 2.6 5.8 15.9 0.4 17.1 2.5 0.2 5.9 1.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.1 7.0 1.9 13.1 2.7 6.2 10.6 1.0 2.0 6.9 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.8 42.3 42.8 62.5 60.5 38.1 69.3 23.0 15.4 62.5 25.0 20.0 LnGrp LOS E D D E E D E C B E C C
Approach Vol, veh/h 611 574 799 480
Approach Delay, s/veh 44.9 56.4 32.7 29.3
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.9 57.9 10.7 33.5 9.5 66.3 9.4 34.9 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 18.0 30.7 18.0 34.7 18.0 30.7 18.0 34.7 Max Q Clear Time (g_c+I1), s 13.8 17.7 7.2 26.8 6.2 26.2 6.1 18.3 Green Ext Time (p_c), s 0.1 1.9 0.1 1.4 0.0 1.6 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D
2609
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 171 0 18 464 832 0 0 488 240 Future Volume (veh/h) 0 0 0 171 0 18 464 832 0 0 488 240 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 180 0 19 488 876 0 0 514 253
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 303110011
Cap, veh/h 226 0 201 554 2655 0 0 1223 600
Arrive On Green 0.13 0.00 0.13 0.32 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1767 0 1572 3483 3676 0 0 2423 1142
Grp Volume(v), veh/h 180 0 19 488 876 0 0 395 372
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1742 1791 0 0 1791 1680 Q Serve(g_s), s 9.9 0.0 1.1 13.3 0.0 0.0 0.0 13.4 13.5
Cycle Q Clear(g_c), s 9.9 0.0 1.1 13.3 0.0 0.0 0.0 13.4 13.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.68
Lane Grp Cap(c), veh/h 226 0 201 554 2655 0 0 940 882
V/C Ratio(X) 0.80 0.00 0.09 0.88 0.33 0.00 0.00 0.42 0.42 Avail Cap(c_a), veh/h 422 0 376 801 2655 0 0 940 882
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.70 0.70 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 42.3 0.0 38.5 33.2 0.0 0.0 0.0 14.5 14.5 Incr Delay (d2), s/veh 12.7 0.0 0.4 4.4 0.2 0.0 0.0 1.4 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 0.4 4.7 0.1 0.0 0.0 5.2 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.0 0.0 38.9 37.6 0.2 0.0 0.0 15.8 16.0 LnGrp LOS E A D D AAABB
Approach Vol, veh/h 199 1364 767
Approach Delay, s/veh 53.5 13.6 15.9
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 80.9 21.6 59.3 19.1
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 23 34.3 23.9
Max Q Clear Time (g_c+I1), s 2.0 15.3 15.5 11.9
Green Ext Time (p_c), s 12.9 0.6 8.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2610
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 0 635 0 0 0 0 943 311 29 629 0 Future Volume (veh/h) 353 0 635 0 0 0 0 943 311 29 629 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 368 0 661 0 982 324 30 655 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 011220
Cap, veh/h 1006 0 461 0 1296 425 60 2061 0
Arrive On Green 0.29 0.00 0.29 0.00 0.49 0.49 0.05 0.77 0.00 Sat Flow, veh/h 3456 0 1585 0 2745 869 1781 3647 0
Grp Volume(v), veh/h 368 0 661 0 661 645 30 655 0
Grp Sat Flow(s),veh/h/ln1728 0 1585 0 1791 1729 1781 1777 0 Q Serve(g_s), s 8.5 0.0 29.1 0.0 29.9 30.4 1.6 5.6 0.0
Cycle Q Clear(g_c), s 8.5 0.0 29.1 0.0 29.9 30.4 1.6 5.6 0.0 Prop In Lane 1.00 1.00 0.00 0.50 1.00 0.00
Lane Grp Cap(c), veh/h 1006 0 461 0 876 846 60 2061 0
V/C Ratio(X) 0.37 0.00 1.43 0.00 0.76 0.76 0.50 0.32 0.00 Avail Cap(c_a), veh/h 1006 0 461 0 876 846 285 2061 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.85 0.85 0.00 Uniform Delay (d), s/veh 28.1 0.0 35.4 0.0 20.7 20.8 46.9 5.4 0.0 Incr Delay (d2), s/veh 0.5 0.0 207.0 0.0 6.0 6.4 2.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 0.0 37.3 0.0 12.6 12.4 0.7 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 0.0 242.5 0.0 26.7 27.3 48.9 5.8 0.0 LnGrp LOS C A F A C C D A A
Approach Vol, veh/h 1029 1306 685
Approach Delay, s/veh 166.0 27.0 7.7
Approach LOS F C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.1 55.7 35.2 64.8
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 16 36.3 29.1 58.0
Max Q Clear Time (g_c+I1), s3.6 32.4 31.1 7.6
Green Ext Time (p_c), s 0.0 3.5 0.0 8.5
Intersection Summary
HCM 6th Ctrl Delay 70.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2611
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 965 1218 0 0 0
Future Vol, veh/h 0 965 1218 0 0 0
Conflicting Peds, #/hr 0 00000
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, % 1 10000
Mvmt Flow 0 1049 1324 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1324 0 - 0 - 1324
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.11 - - - - 6.2
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.209 - - - - 3.3
Pot Cap-1 Maneuver 525 - - - 0 193
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 525 - - - - 193
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 525 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
2612
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Perrin Road & Stanford Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 0 0 0 0 13
Future Vol, veh/h 14 0 0 0 0 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22220
Mvmt Flow 15 0 0 0 0 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 31 1
Stage 1 - - - - 1 -
Stage 2 - - - - 30 -
Critical Hdwy 4.1 - - - 6.42 6.2
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.2 - - - 3.518 3.3
Pot Cap-1 Maneuver 1635 - - - 983 1090
Stage 1 - - - - 1022 -
Stage 2 - - - - 993 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1635 - - - 974 1090
Mov Cap-2 Maneuver - - - - 974 -
Stage 1 - - - - 1013 -
Stage 2 - - - - 993 -
Approach EB WB SB
HCM Control Delay, s 7.2 0 8.3

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1635 - - - 1090
HCM Lane V/C Ratio 0.009 - - - 0.013
HCM Control Delay (s) 7.2 0 - - 8.3
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
2613
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 157 250 99 365 171 137 811 20 59 808 79 Future Volume (veh/h) 72 157 250 99 365 171 137 811 20 59 808 79 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 78 171 272 108 397 186 149 882 22 64 878 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222333222111
Cap, veh/h 100 591 501 131 385 180 173 2003 622 97 1796 541 Arrive On Green 0.06 0.32 0.32 0.07 0.32 0.32 0.10 0.39 0.39 0.05 0.35 0.35 Sat Flow, veh/h 1781 1870 1585 1767 1195 560 1781 5106 1585 1795 5147 1550 Grp Volume(v), veh/h 78 171 272 108 0 583 149 882 22 64 878 86 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1767 0 1755 1781 1702 1585 1795 1716 1550 Q Serve(g_s), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 17.1 1.2 4.7 18.1 5.2 Cycle Q Clear(g_c), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 17.1 1.2 4.7 18.1 5.2 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 100 591 501 131 0 565 173 2003 622 97 1796 541 V/C Ratio(X) 0.78 0.29 0.54 0.82 0.00 1.03 0.86 0.44 0.04 0.66 0.49 0.16 Avail Cap(c_a), veh/h 182 603 511 202 0 565 194 2003 622 196 1796 541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.9 34.8 38.1 61.6 0.0 45.8 60.1 30.1 25.3 62.7 34.5 30.3 Incr Delay (d2), s/veh 4.9 0.3 1.3 8.5 0.0 46.1 23.1 0.6 0.1 2.9 1.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.2 7.5 3.9 0.0 25.6 6.0 6.9 0.4 2.2 7.4 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.8 35.1 39.4 70.1 0.0 91.8 83.1 30.7 25.4 65.5 35.4 30.9 LnGrp LOS E D D E A F F C C E D C
Approach Vol, veh/h 521 691 1053 1028
Approach Delay, s/veh 42.3 88.4 38.0 36.9
Approach LOS D F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.4 52.8 13.8 50.0 12.6 58.7 14.6 49.2 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 14.7 39.3 13.8 43.5 14.7 39.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 13.1 20.1 7.8 45.5 6.7 19.1 10.1 21.1 Green Ext Time (p_c), s 0.0 11.1 0.0 0.0 0.0 11.0 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
2614
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 419 286 311 645 254 390 916 321 263 1334 211 Future Volume (veh/h) 112 419 286 311 645 254 390 916 321 263 1334 211 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 122 455 311 338 701 276 424 996 349 286 1450 229 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22333333111
Cap, veh/h 189 868 387 384 1092 487 442 1900 589 335 1762 537 Arrive On Green 0.05 0.24 0.24 0.11 0.31 0.31 0.13 0.38 0.38 0.10 0.34 0.34 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1569 Grp Volume(v), veh/h 122 455 311 338 701 276 424 996 349 286 1450 229 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1714 1763 1571 1714 1689 1571 1742 1716 1569 Q Serve(g_s), s 5.0 16.1 26.8 14.1 24.8 21.3 17.8 22.2 25.9 11.7 37.4 16.3 Cycle Q Clear(g_c), s 5.0 16.1 26.8 14.1 24.8 21.3 17.8 22.2 25.9 11.7 37.4 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 868 387 384 1092 487 442 1900 589 335 1762 537 V/C Ratio(X) 0.64 0.52 0.80 0.88 0.64 0.57 0.96 0.52 0.59 0.85 0.82 0.43 Avail Cap(c_a), veh/h 462 1073 479 430 1092 487 442 1900 589 449 1762 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 67.1 47.5 51.5 63.4 43.1 41.9 62.8 35.2 36.4 64.5 43.6 36.7 Incr Delay (d2), s/veh 1.4 1.2 11.1 1.8 0.1 0.2 32.1 1.0 4.3 7.7 3.8 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 7.2 11.7 6.1 10.5 8.2 9.5 9.0 10.5 5.4 15.9 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 48.7 62.6 65.2 43.3 42.1 94.9 36.3 40.7 72.2 47.4 38.8 LnGrp LOS E D E E D D F D D E D D
Approach Vol, veh/h 888 1315 1769 1965
Approach Delay, s/veh 56.3 48.7 51.2 50.0
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 55.4 13.5 51.1 20.3 60.1 23.0 41.6 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s19.8 39.4 7.0 26.8 13.7 27.9 16.1 28.8 Green Ext Time (p_c), s 0.0 0.0 0.1 6.6 0.2 9.1 0.2 6.5 Intersection Summary
HCM 6th Ctrl Delay 51.0
HCM 6th LOS D
2615
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh460.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 133 96 43 526 380 115 269 12 166 589 8 Future Vol, veh/h 3 133 96 43 526 380 115 269 12 166 589 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33444444222
Mvmt Flow 3 145 104 47 572 413 125 292 13 180 640 9
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 51.1 676.2 118.6 493.6

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 29% 1% 5% 22%
Vol Thru, % 68% 57% 55% 77%
Vol Right, % 3% 41% 40% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 396 232 949 763
LT Vol 115 3 43 166
Through Vol 269 133 526 589
RT Vol 12 96 380 8
Lane Flow Rate 430 252 1032 829
Geometry Grp 1111
Degree of Util (X) 1.047 0.659 2.431 2.008
Departure Headway (Hd) 16.423 18.374 11.016 12.814
Convergence, Y/N Yes Yes Yes Yes
Cap 224 199 340 290
Service Time 14.423 16.374 9.016 10.814
HCM Lane V/C Ratio 1.92 1.266 3.035 2.859
HCM Control Delay 118.6 51.1 676.2 493.6
HCM Lane LOS FFFF
HCM 95th-tile Q 9.9 3.9 63.2 40.6
2616
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 699 364 152 754 140 218 310 92 331 892 123 Future Volume (veh/h) 88 699 364 152 754 140 218 310 92 331 892 123 Initial Q (Qb), veh 0 00000000000
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 1885 1885 1885 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 760 396 165 820 152 237 337 100 360 970 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11333222222
Cap, veh/h 147 937 412 191 533 452 262 590 493 288 617 523 Arrive On Green 0.08 0.26 0.26 0.11 0.29 0.29 0.15 0.32 0.32 0.16 0.33 0.33 Sat Flow, veh/h 1795 3582 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Grp Volume(v), veh/h 96 760 396 165 820 152 237 337 100 360 970 134 Grp Sat Flow(s),veh/h/ln1795 1791 1573 1767 1856 1572 1781 1870 1564 1781 1870 1585 Q Serve(g_s), s 6.7 25.9 32.3 11.9 37.4 9.9 17.0 19.6 6.1 21.0 42.9 8.0 Cycle Q Clear(g_c), s 6.7 25.9 32.3 11.9 37.4 9.9 17.0 19.6 6.1 21.0 42.9 8.0 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 147 937 412 191 533 452 262 590 493 288 617 523 V/C Ratio(X) 0.65 0.81 0.96 0.87 1.54 0.34 0.91 0.57 0.20 1.25 1.57 0.26 Avail Cap(c_a), veh/h 290 937 412 285 533 452 288 590 493 288 617 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.9 45.0 47.4 57.1 46.3 36.5 54.6 37.2 32.6 54.5 43.6 31.9 Incr Delay (d2), s/veh 1.4 4.4 29.2 11.5 251.3 0.7 27.3 4.0 0.9 138.4 265.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 11.6 15.4 5.8 53.6 3.8 9.4 9.4 2.4 20.2 64.5 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 49.4 76.6 68.5 297.6 37.3 81.8 41.2 33.5 192.9 308.6 33.1 LnGrp LOS E D E E F D F D C F F C
Approach Vol, veh/h 1252 1137 674 1464
Approach Delay, s/veh 58.7 229.5 54.3 255.0
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.1 48.9 14.7 43.4 25.0 47.0 18.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s19.0 44.9 8.7 39.4 23.0 21.6 13.9 34.3 Green Ext Time (p_c), s 0.1 0.0 0.1 0.0 0.0 1.8 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 164.4
HCM 6th LOS F
2617
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 716 210 317 675 166 117 197 173 159 597 286 Future Volume (veh/h) 110 716 210 317 675 166 117 197 173 159 597 286 Initial Q (Qb), veh 0 00000000000
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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 120 778 228 345 734 180 127 214 188 173 649 311 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33222777555
Cap, veh/h 243 841 370 281 886 395 149 1338 597 419 1489 664 Arrive On Green 0.07 0.24 0.24 0.08 0.25 0.25 0.09 0.39 0.39 0.12 0.43 0.43 Sat Flow, veh/h 3428 3526 1552 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 120 778 228 345 734 180 127 214 188 173 649 311 Grp Sat Flow(s),veh/h/ln1714 1763 1552 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 4.7 30.2 18.4 11.4 27.4 13.5 10.2 5.7 12.0 6.6 18.4 20.1 Cycle Q Clear(g_c), s 4.7 30.2 18.4 11.4 27.4 13.5 10.2 5.7 12.0 6.6 18.4 20.1 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 243 841 370 281 886 395 149 1338 597 419 1489 664 V/C Ratio(X) 0.49 0.93 0.62 1.23 0.83 0.46 0.85 0.16 0.31 0.41 0.44 0.47 Avail Cap(c_a), veh/h 279 856 377 281 886 395 213 1338 597 419 1489 664 HCM Platoon Ratio 1.00 1.00 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 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.6 52.1 47.6 64.3 49.7 44.5 63.0 27.6 29.5 56.6 28.1 28.6 Incr Delay (d2), s/veh 0.6 15.8 3.5 129.1 6.9 1.2 14.4 0.3 1.4 3.0 0.9 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/ln2.0 14.7 7.3 9.9 12.6 5.3 5.0 2.3 4.5 3.0 7.6 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 67.8 51.1 193.4 56.6 45.7 77.3 27.8 30.9 59.6 29.0 30.9 LnGrp LOS E E D F E D E C C E C C
Approach Vol, veh/h 1126 1259 529 1133
Approach Delay, s/veh 64.0 92.5 40.8 34.2
Approach LOS E F D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.8 65.8 15.5 40.9 23.0 60.6 17.0 39.4 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s17.4 54.3 11.4 34.0 17.4 54.3 11.4 34.0 Max Q Clear Time (g_c+I1), s12.2 22.1 6.7 29.4 8.6 14.0 13.4 32.2 Green Ext Time (p_c), s 0.1 17.0 0.1 2.6 0.2 4.4 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 61.5
HCM 6th LOS E
2618
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 85 234 283 456 980 301
Future Volume (veh/h) 85 234 283 456 980 301
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1870 1870 1870
Adj Flow Rate, veh/h 92 254 308 496 1065 327
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 12222
Cap, veh/h 329 293 251 2476 1807 765
Arrive On Green 0.18 0.18 0.14 0.70 0.51 0.51
Sat Flow, veh/h 1795 1598 1781 3647 3647 1505
Grp Volume(v), veh/h 92 254 308 496 1065 327
Grp Sat Flow(s),veh/h/ln1795 1598 1781 1777 1777 1505
Q Serve(g_s), s 3.7 13.1 12.0 4.2 17.9 11.6
Cycle Q Clear(g_c), s 3.7 13.1 12.0 4.2 17.9 11.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 293 251 2476 1807 765
V/C Ratio(X) 0.28 0.87 1.22 0.20 0.59 0.43
Avail Cap(c_a), veh/h 594 528 251 2476 1807 765
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 0.67 0.67
Uniform Delay (d), s/veh 29.9 33.7 36.5 4.5 14.7 13.1
Incr Delay (d2), s/veh 0.2 3.1 131.2 0.2 1.0 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.6 5.1 14.1 1.1 6.3 3.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 36.8 167.7 4.7 15.6 14.3
LnGrp LOS C D F A B B
Approach Vol, veh/h 346 804 1392
Approach Delay, s/veh 35.0 67.2 15.3
Approach LOS C E B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s16.0 48.5 64.5 20.5
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s12.0 30.7 46.7 28.1
Max Q Clear Time (g_c+I1), s14.0 19.9 6.2 15.1
Green Ext Time (p_c), s 0.0 6.9 4.2 0.5
Intersection Summary
HCM 6th Ctrl Delay 34.4
HCM 6th LOS C
2619
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 400 358 69 471 233 161 467 21 115 852 136 Future Volume (veh/h) 71 400 358 69 471 233 161 467 21 115 852 136 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 77 435 389 75 512 253 175 508 23 125 926 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22111333222
Cap, veh/h 103 481 406 103 484 405 198 1689 723 147 1597 696 Arrive On Green 0.06 0.26 0.26 0.06 0.26 0.26 0.11 0.48 0.48 0.08 0.45 0.45 Sat Flow, veh/h 1781 1870 1580 1795 1885 1575 1767 3526 1509 1781 3554 1549 Grp Volume(v), veh/h 77 435 389 75 512 253 175 508 23 125 926 148 Grp Sat Flow(s),veh/h/ln1781 1870 1580 1795 1885 1575 1767 1763 1509 1781 1777 1549 Q Serve(g_s), s 6.4 33.8 36.4 6.2 38.5 21.3 14.6 13.2 1.2 10.4 29.1 8.7 Cycle Q Clear(g_c), s 6.4 33.8 36.4 6.2 38.5 21.3 14.6 13.2 1.2 10.4 29.1 8.7 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 103 481 406 103 484 405 198 1689 723 147 1597 696 V/C Ratio(X) 0.75 0.90 0.96 0.73 1.06 0.62 0.88 0.30 0.03 0.85 0.58 0.21 Avail Cap(c_a), veh/h 392 483 408 323 484 405 412 1689 723 202 1597 696 HCM Platoon Ratio 1.00 1.00 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 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.6 53.9 54.9 69.5 55.7 49.3 65.6 23.8 20.7 67.9 30.8 25.1 Incr Delay (d2), s/veh 4.1 20.7 33.9 3.6 56.7 3.5 4.6 0.4 0.1 16.7 1.5 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 18.3 18.0 2.9 25.5 8.7 6.7 5.5 0.4 5.3 12.5 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 74.6 88.8 73.2 112.4 52.9 70.2 24.2 20.8 84.6 32.3 25.8 LnGrp LOS E E F E F D E C C F C C
Approach Vol, veh/h 901 840 706 1199
Approach Delay, s/veh 80.7 91.0 35.5 37.0
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.8 72.7 12.6 43.8 16.4 77.1 12.6 43.9 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s35.0 30.7 33.0 32.7 17.0 48.7 27.0 38.7 Max Q Clear Time (g_c+I1), s16.6 31.1 8.4 40.5 12.4 15.2 8.2 38.4 Green Ext Time (p_c), s 0.2 0.0 0.1 0.0 0.1 5.3 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 59.9
HCM 6th LOS E
2620
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 292 193 46 419 109 279 523 91 162 1164 63 Future Volume (veh/h) 16 292 193 46 419 109 279 523 91 162 1164 63 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.97 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 1826 1826 1826 1870 1870 1870 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 17 317 210 50 455 118 303 568 99 176 1265 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 55222333111
Cap, veh/h 62 435 366 117 502 419 297 1280 222 202 1287 69 Arrive On Green 0.04 0.24 0.24 0.07 0.27 0.27 0.17 0.43 0.43 0.11 0.37 0.37 Sat Flow, veh/h 1739 1826 1536 1781 1870 1562 1767 2989 519 1795 3453 185 Grp Volume(v), veh/h 17 317 210 50 455 118 303 334 333 176 655 678 Grp Sat Flow(s),veh/h/ln1739 1826 1536 1781 1870 1562 1767 1763 1745 1795 1791 1848 Q Serve(g_s), s 1.2 20.0 15.1 3.4 29.4 7.5 21.0 16.7 16.8 12.1 45.2 45.4 Cycle Q Clear(g_c), s 1.2 20.0 15.1 3.4 29.4 7.5 21.0 16.7 16.8 12.1 45.2 45.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 0.10
Lane Grp Cap(c), veh/h 62 435 366 117 502 419 297 755 747 202 667 689 V/C Ratio(X) 0.27 0.73 0.57 0.43 0.91 0.28 1.02 0.44 0.45 0.87 0.98 0.98 Avail Cap(c_a), veh/h 153 574 483 157 588 491 297 755 747 230 667 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 Uniform Delay (d), s/veh 58.7 43.9 42.0 56.1 44.2 36.2 52.0 25.2 25.3 54.6 38.8 38.8 Incr Delay (d2), s/veh 0.9 2.6 1.0 0.9 16.3 0.4 57.6 1.9 1.9 16.1 22.9 23.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 9.1 5.7 1.5 15.4 0.0 13.8 7.1 7.1 6.2 23.1 23.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 46.5 43.0 57.0 60.5 36.6 109.6 27.1 27.2 70.7 61.7 61.9 LnGrp LOS E D D E E D F C C E E E
Approach Vol, veh/h 544 623 970 1509
Approach Delay, s/veh 45.5 55.7 52.9 62.8
Approach LOS D E D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 52.3 8.5 39.3 18.1 59.2 12.2 35.5 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s23.0 47.4 3.2 31.4 14.1 18.8 5.4 22.0 Green Ext Time (p_c), s 0.0 0.0 0.0 2.0 0.0 4.1 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 56.4
HCM 6th LOS E
2621
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1236 899 0 1704 933 0 0 0 78 0 787 Future Volume (veh/h) 0 1236 899 0 1704 933 0 0 0 78 0 787 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1885 0 1885 Adj Flow Rate, veh/h 0 1315 956 0 1792 0 83 0 837
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022 101
Cap, veh/h 0 4016 989 0 3502 930 0 751
Arrive On Green 0.00 0.62 0.62 0.00 0.62 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 6696 1585 0 5611 3170 3483 0 2812
Grp Volume(v), veh/h 0 1315 956 0 1792 0 83 0 837
Grp Sat Flow(s),veh/h/ln 0 1609 1585 0 1870 1585 1742 0 1406 Q Serve(g_s), s 0.0 12.5 74.2 0.0 22.9 0.0 2.3 0.0 34.7 Cycle Q Clear(g_c), s 0.0 12.5 74.2 0.0 22.9 0.0 2.3 0.0 34.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 4016 989 0 3502 930 0 751
V/C Ratio(X) 0.00 0.33 0.97 0.00 0.51 0.09 0.00 1.12
Avail Cap(c_a), veh/h 0 4019 990 0 3505 930 0 751
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.86 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 11.5 23.1 0.0 13.5 0.0 35.8 0.0 47.7 Incr Delay (d2), s/veh 0.0 0.2 21.5 0.0 0.5 0.0 0.1 0.0 69.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.2 30.1 0.0 8.9 0.0 1.0 0.0 19.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.8 44.7 0.0 13.9 0.0 35.9 0.0 116.9 LnGrp LOS A B D A B D A F
Approach Vol, veh/h 2271 1792 920
Approach Delay, s/veh 25.6 13.9 109.6
Approach LOS C B F
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 87.9 42.0 87.9
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 81.2 34.7 81.2
Max Q Clear Time (g_c+I1), s 76.2 36.7 24.9
Green Ext Time (p_c), s 4.9 0.0 48.3
Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2622
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1080 234 0 2151 93 486 0 629 0 0 0 Future Volume (veh/h) 0 1080 234 0 2151 93 486 0 629 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1885 1885 1841 0 1841 Adj Flow Rate, veh/h 0 1174 0 0 2338 101 528 0 684
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22011404
Cap, veh/h 0 2985 0 4464 934 1536 0 853
Arrive On Green 0.00 0.58 0.00 0.00 0.58 0.58 0.31 0.00 0.31 Sat Flow, veh/h 0 5274 1585 0 7993 1598 4944 0 2745
Grp Volume(v), veh/h 0 1174 0 0 2338 101 528 0 684
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1527 1598 1648 0 1373 Q Serve(g_s), s 0.0 16.1 0.0 0.0 23.8 3.6 10.7 0.0 29.7 Cycle Q Clear(g_c), s 0.0 16.1 0.0 0.0 23.8 3.6 10.7 0.0 29.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2985 0 4464 934 1536 0 853
V/C Ratio(X) 0.00 0.39 0.00 0.52 0.11 0.34 0.00 0.80
Avail Cap(c_a), veh/h 0 2985 0 4464 934 1536 0 853
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 0.96 0.00 0.00 0.50 0.50 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.6 0.0 0.0 16.2 12.0 34.6 0.0 41.1 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.2 0.1 0.6 0.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 5.9 0.0 0.0 7.8 1.3 4.4 0.0 10.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.9 0.0 0.0 16.4 12.1 35.2 0.0 49.0 LnGrp LOS A B A B B D A D
Approach Vol, veh/h 1174 2439 1212
Approach Delay, s/veh 14.9 16.2 43.0
Approach LOS B B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 82.8 82.8 47.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 76.0 76.0 40.4
Max Q Clear Time (g_c+I1), s 18.1 25.8 31.7
Green Ext Time (p_c), s 32.7 48.7 5.9
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2623
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 752 Future Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 752 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 441 1006 391 211 1196 200 409 488 170 222 515 809 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 33222222111
Cap, veh/h 486 1974 613 290 1694 526 460 1115 374 315 1305 713 Arrive On Green 0.14 0.39 0.39 0.08 0.33 0.33 0.13 0.30 0.30 0.09 0.25 0.25 Sat Flow, veh/h 3428 5066 1572 3456 5106 1585 3456 3763 1263 3483 5147 2812 Grp Volume(v), veh/h 441 1006 391 211 1196 200 409 440 218 222 515 809 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1622 1742 1716 1406 Q Serve(g_s), s 19.6 23.4 31.3 9.2 31.7 15.0 18.0 16.2 17.0 9.6 12.9 39.3 Cycle Q Clear(g_c), s 19.6 23.4 31.3 9.2 31.7 15.0 18.0 16.2 17.0 9.6 12.9 39.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 1.00
Lane Grp Cap(c), veh/h 486 1974 613 290 1694 526 460 1008 481 315 1305 713 V/C Ratio(X) 0.91 0.51 0.64 0.73 0.71 0.38 0.89 0.44 0.45 0.71 0.39 1.13 Avail Cap(c_a), veh/h 553 1974 613 557 1694 526 669 1008 481 674 1305 713 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 36.0 38.4 69.3 45.2 39.6 66.1 44.1 44.4 68.5 48.0 57.8 Incr Delay (d2), s/veh 14.3 0.8 4.2 1.3 2.5 2.1 7.8 1.4 3.1 1.1 0.9 77.3 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/ln9.4 9.6 12.5 4.1 13.5 6.1 8.3 6.9 7.2 4.3 5.6 21.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.8 36.8 42.7 70.6 47.7 41.7 73.9 45.5 47.4 69.6 48.9 135.2 LnGrp LOS E D D E D D E D D E D F
Approach Vol, veh/h 1838 1607 1067 1546
Approach Delay, s/veh 48.4 50.0 56.8 97.0
Approach LOS D D E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 57.4 19.0 51.6 18.0 66.4 25.6 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s21.6 33.7 11.6 19.0 11.2 33.3 20.0 41.3 Green Ext Time (p_c), s 0.3 3.2 0.3 2.3 0.3 3.5 0.6 0.0 Intersection Summary
HCM 6th Ctrl Delay 62.7
HCM 6th LOS E
2624
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 271 515 0 2 0
Future Vol, veh/h 0 271 515 0 2 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 4 44400
Mvmt Flow 0 295 560 0 2 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 560 0 - 0 855 560
Stage 1 - - - - 560 -
Stage 2 - - - - 295 -
Critical Hdwy 4.14 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.236 - - - 3.5 3.3
Pot Cap-1 Maneuver 1001 - - - 331 532
Stage 1 - - - - 576 -
Stage 2 - - - - 760 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1001 - - - 331 532
Mov Cap-2 Maneuver - - - - 331 -
Stage 1 - - - - 576 -
Stage 2 - - - - 760 -
Approach EB WB SB
HCM Control Delay, s 0 0 15.9

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1001 - - - 331
HCM Lane V/C Ratio ---- 0.007
HCM Control Delay (s) 0 - - - 15.9
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0
2625
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 806.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 222 774 204 69 750 99 115 86 51 332 441 479 Future Vol, veh/h 222 774 204 69 750 99 115 86 51 332 441 479 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 3 3 3 1 1 1 10 10 10 12 12 12
Mvmt Flow 227 790 208 70 765 101 117 88 52 339 450 489
Number of Lanes 010110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1112
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1121
HCM Control Delay 959.9 535.8 98 1001

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 46% 18% 100% 0% 27%
Vol Thru, % 34% 65% 0% 88% 35%
Vol Right, % 20% 17% 0% 12% 38%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 252 1200 69 849 1252
LT Vol 115 222 69 0 332
Through Vol 86 774 0 750 441
RT Vol 51 204 0 99 479
Lane Flow Rate 257 1224 70 866 1278
Geometry Grp 25772
Degree of Util (X) 0.695 3.023 0.186 2.144 3.133
Departure Headway (Hd) 36.549 18.98 22.296 21.649 15.679 Convergence, Y/N Yes Yes Yes Yes Yes
Cap 103 208 163 182 243
Service Time 34.549 16.98 19.996 19.349 13.679
HCM Lane V/C Ratio 2.495 5.885 0.429 4.758 5.259
HCM Control Delay 98 959.9 30 576.9 1001
HCM Lane LOS F F D F F
HCM 95th-tile Q 3.5 52.1 0.7 28.5 65.3
2626
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 4 1 48 6 42 3 108 15 16 516 0
Future Vol, veh/h 6 4 1 48 6 42 3 108 15 16 516 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0 10 10 10 7 7 7
Mvmt Flow 7 4 1 52 7 46 3 117 16 17 561 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 753 734 561 729 726 125 561 0 0 133 0 0 Stage 1 595 595 - 131 131 -------
Stage 2 158 139 - 598 595 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.2 - - 4.17 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.29 - - 2.263 - -
Pot Cap-1 Maneuver 329 350 531 341 354 931 971 - - 1421 - - Stage 1 494 496 - 877 792 -------
Stage 2 849 785 - 492 496 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 304 343 531 332 347 931 971 - - 1421 - - Mov Cap-2 Maneuver 304 343 - 332 347 -------
Stage 1 493 488 - 874 790 -------
Stage 2 798 783 - 478 488 -------
Approach EB WB NB SB
HCM Control Delay, s 16.3 15 0.2 0.2

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 971 - - 331 464 1421 - -
HCM Lane V/C Ratio 0.003 - - 0.036 0.225 0.012 - -
HCM Control Delay (s) 8.7 0 - 16.3 15 7.6 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.9 0 - -
2627
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 165.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 328 162 52 462 19 152 92 20 43 405 95 Future Vol, veh/h 18 328 162 52 462 19 152 92 20 43 405 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 Heavy Vehicles, % 2 2 2 1 1 1 10 10 10 7 7 7
Mvmt Flow 19 345 171 55 486 20 160 97 21 45 426 100
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 36.6 204 48.4 304.8

HCM LOS E F E F

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 62% 0% 100% 0% 0% 100% 0% 8%
Vol Thru, % 38% 0% 0% 100% 40% 0% 96% 75%
Vol Right, % 0% 100% 0% 0% 60% 0% 4% 17%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 244 20 18 219 271 52 481 543
LT Vol 152 0 18 0 0 52 0 43
Through Vol 92 0 0 219 109 0 462 405
RT Vol 0 20 0 0 162 0 19 95
Lane Flow Rate 257 21 19 230 286 55 506 572
Geometry Grp 88888888
Degree of Util (X) 0.778 0.057 0.054 0.621 0.737 0.158 1.39 1.587 Departure Headway (Hd) 13.466 12.376 12.672 12.135 11.686 12.142 11.572 10.996 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 272 291 284 299 311 297 319 337
Service Time 11.166 10.076 10.372 9.835 9.386 9.842 9.272 8.696 HCM Lane V/C Ratio 0.945 0.072 0.067 0.769 0.92 0.185 1.586 1.697 HCM Control Delay 51.1 15.8 16.1 32.8 41.1 17.1 224.2 304.8 HCM Lane LOS F C C D E C F F
HCM 95th-tile Q 5.9 0.2 0.2 3.9 5.5 0.6 22.4 30.4
2628
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh27.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 1 251 4 9 0 500 86 1 0 84 17
Future Vol, veh/h 11 1 251 4 9 0 500 86 1 0 84 17
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 44444222333
Mvmt Flow 12 1 273 4 10 0 543 93 1 0 91 18
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.5 9.9 38.3 9.9

HCM LOS B A E A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 85% 4% 31% 0%
Vol Thru, % 15% 0% 69% 83%
Vol Right, % 0% 95% 0% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 587 263 13 101
LT Vol 500 11 4 0
Through Vol 86 1 9 84
RT Vol 1 251 0 17
Lane Flow Rate 638 286 14 110
Geometry Grp 1111
Degree of Util (X) 0.911 0.429 0.026 0.172
Departure Headway (Hd) 5.141 5.4 6.604 5.635
Convergence, Y/N Yes Yes Yes Yes
Cap 708 666 540 636
Service Time 3.169 3.447 4.672 3.683
HCM Lane V/C Ratio 0.901 0.429 0.026 0.173
HCM Control Delay 38.3 12.5 9.9 9.9
HCM Lane LOS EBAA
HCM 95th-tile Q 12 2.2 0.1 0.6
2629
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 24 9 565 331 8
Future Vol, veh/h 10 24 9 565 331 8
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 7 72233
Mvmt Flow 11 26 10 614 360 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 999 365 369 0 - 0
Stage 1 365 -----
Stage 2 634 -----
Critical Hdwy 6.47 6.27 4.12 - - -
Critical Hdwy Stg 1 5.47 -----
Critical Hdwy Stg 2 5.47 -----
Follow-up Hdwy 3.563 3.363 2.218 - - -
Pot Cap-1 Maneuver 264 669 1190 - - -
Stage 1 691 -----
Stage 2 519 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 261 669 1190 - - -
Mov Cap-2 Maneuver 261 -----
Stage 1 682 -----
Stage 2 519 -----
Approach EB NB SB
HCM Control Delay, s 13.5 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1190 - 458 - -
HCM Lane V/C Ratio 0.008 - 0.081 - -
HCM Control Delay (s) 8.1 0 13.5 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
2630
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 703 282 75 469 386 217 100 40 342 534 32 Future Volume (veh/h) 53 703 282 75 469 386 217 100 40 342 534 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 55 732 294 78 489 402 226 104 42 356 556 33 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222444
Cap, veh/h 85 794 347 98 431 365 249 717 608 362 775 46 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.14 0.38 0.38 0.21 0.45 0.45 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1720 102 Grp Volume(v), veh/h 55 732 294 78 489 402 226 104 42 356 0 589 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 4.5 30.2 27.2 6.5 34.6 34.6 18.8 5.4 2.5 30.3 0.0 39.4 Cycle Q Clear(g_c), s 4.5 30.2 27.2 6.5 34.6 34.6 18.8 5.4 2.5 30.3 0.0 39.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 85 794 347 98 431 365 249 717 608 362 0 821 V/C Ratio(X) 0.64 0.92 0.85 0.80 1.13 1.10 0.91 0.14 0.07 0.98 0.00 0.72 Avail Cap(c_a), veh/h 368 806 351 368 431 365 368 717 608 362 0 821 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 70.1 57.0 55.8 70.1 57.7 57.7 63.6 30.2 29.3 59.2 0.0 33.5 Incr Delay (d2), s/veh 3.0 16.3 18.4 5.5 85.5 77.0 15.1 0.4 0.2 42.4 0.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 15.2 12.3 3.1 26.1 21.4 9.4 2.5 1.0 17.4 0.0 18.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 73.2 74.2 75.6 143.2 134.7 78.7 30.6 29.5 101.6 0.0 38.8 LnGrp LOS EEEEFFECCFAD
Approach Vol, veh/h 1081 969 372 945
Approach Delay, s/veh 73.5 134.2 59.7 62.5
Approach LOS E F E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 25.0 73.3 11.2 40.6 35.0 63.2 12.2 39.5 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 20.8 41.4 6.5 36.6 32.3 7.4 8.5 32.2 Green Ext Time (p_c), s 0.2 0.0 0.1 0.0 0.0 0.6 0.1 1.3 Intersection Summary
HCM 6th Ctrl Delay 86.3
HCM 6th LOS F
2631
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 5.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 10 20 30 8 43 7 211 19 135 778 54 Future Vol, veh/h 26 10 20 30 8 43 7 211 19 135 778 54
Conflicting Peds, #/hr 2 00002000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 00000333111
Mvmt Flow 28 11 22 33 9 47 8 229 21 147 846 59
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1426 1406 846 1442 1455 242 905 0 0 250 0 0 Stage 1 1140 1140 - 256 256 -------
Stage 2 286 266 - 1186 1199 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.13 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.227 - - 2.209 - -
Pot Cap-1 Maneuver 114 140 365 111 131 802 747 - - 1321 - - Stage 1 247 278 - 753 699 -------
Stage 2 726 692 - 232 261 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 92 123 365 88 115 800 747 - - 1321 - - Mov Cap-2 Maneuver 92 123 - 88 115 -------
Stage 1 244 247 - 745 691 -------
Stage 2 666 684 - 185 232 -------
Approach EB WB NB SB
HCM Control Delay, s 52.5 45.2 0.3 1.1

HCM LOS F E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 747 - - 134 174 1321 - -
HCM Lane V/C Ratio 0.01 - - 0.454 0.506 0.111 - -
HCM Control Delay (s) 9.9 - - 52.5 45.2 8.1 - -
HCM Lane LOS A - - F E A - -
HCM 95th %tile Q(veh) 0 - - 2 2.5 0.4 - -
2632
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 271 106 96 308 39 156 165 66 96 645 80 Future Volume (veh/h) 21 271 106 96 308 39 156 165 66 96 645 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 23 295 115 104 335 42 170 179 72 104 701 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 111111111111
Cap, veh/h 28 416 158 129 417 351 197 1010 856 129 939 795 Arrive On Green 0.02 0.17 0.17 0.07 0.22 0.22 0.11 0.54 0.54 0.07 0.50 0.50 Sat Flow, veh/h 1795 2514 954 1795 1885 1587 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 23 208 202 104 335 42 170 179 72 104 701 87 Grp Sat Flow(s),veh/h/ln 1795 1791 1677 1795 1885 1587 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 1.5 13.2 13.7 6.8 20.2 2.5 11.2 5.8 2.6 6.8 35.7 3.5 Cycle Q Clear(g_c), s 1.5 13.2 13.7 6.8 20.2 2.5 11.2 5.8 2.6 6.8 35.7 3.5 Prop In Lane 1.00 0.57 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 28 296 277 129 417 351 197 1010 856 129 939 795 V/C Ratio(X) 0.81 0.70 0.73 0.81 0.80 0.12 0.86 0.18 0.08 0.81 0.75 0.11 Avail Cap(c_a), veh/h 239 518 485 239 545 459 239 1010 856 239 939 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.9 47.3 47.5 54.9 44.2 37.4 52.5 14.3 13.5 54.9 24.1 16.0 Incr Delay (d2), s/veh 18.0 4.7 5.7 4.4 6.1 0.1 20.1 0.4 0.2 4.4 5.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.1 6.0 3.2 9.8 1.0 6.0 2.5 0.9 3.2 15.9 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 52.0 53.2 59.3 50.3 37.5 72.6 14.7 13.7 59.3 29.5 16.3 LnGrp LOS E D D E D D EBBECB
Approach Vol, veh/h 433 481 421 892
Approach Delay, s/veh 53.9 51.1 37.9 31.7
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.2 65.0 5.9 31.9 12.6 69.6 12.6 25.1 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 16.0 34.7 16.0 34.7 16.0 34.7 16.0 34.7 Max Q Clear Time (g_c+I1), s 13.2 37.7 3.5 22.2 8.8 7.8 8.8 15.7 Green Ext Time (p_c), s 0.1 0.0 0.0 1.3 0.1 1.3 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
2633
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 137 0 33 539 469 0 0 462 533 Future Volume (veh/h) 0 0 0 137 0 33 539 469 0 0 462 533 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 0 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 140 0 34 550 479 0 0 471 544
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 101110011
Cap, veh/h 186 0 166 614 2741 0 0 952 850
Arrive On Green 0.10 0.00 0.10 0.29 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1795 0 1598 3483 3676 0 0 1885 1598
Grp Volume(v), veh/h 140 0 34 550 479 0 0 471 544
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1742 1791 0 0 1791 1598 Q Serve(g_s), s 7.6 0.0 1.9 15.1 0.0 0.0 0.0 16.7 24.2
Cycle Q Clear(g_c), s 7.6 0.0 1.9 15.1 0.0 0.0 0.0 16.7 24.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 186 0 166 614 2741 0 0 952 850
V/C Ratio(X) 0.75 0.00 0.21 0.90 0.17 0.00 0.00 0.49 0.64 Avail Cap(c_a), veh/h 429 0 382 742 2741 0 0 952 850
HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 41.0 34.4 0.0 0.0 0.0 14.9 16.6 Incr Delay (d2), s/veh 12.2 0.0 1.3 9.9 0.1 0.0 0.0 1.8 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.8 6.1 0.0 0.0 0.0 6.5 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.7 0.0 42.3 44.2 0.1 0.0 0.0 16.7 20.3 LnGrp LOS E A D D AAABC
Approach Vol, veh/h 174 1029 1015
Approach Delay, s/veh 53.1 23.7 18.6
Approach LOS D C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 83.3 23.3 60.0 16.7
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 21 36.0 23.9
Max Q Clear Time (g_c+I1), s 2.0 17.1 26.2 9.6
Green Ext Time (p_c), s 5.8 0.5 6.7 0.9
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2634
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 0 384 0 0 0 0 847 101 15 584 0 Future Volume (veh/h) 161 0 384 0 0 0 0 847 101 15 584 0 Initial Q (Qb), veh 0 0 0 000000
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 1856 0 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 169 0 404 0 892 106 16 615 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, % 3 0 3 011220
Cap, veh/h 945 0 433 0 1662 198 38 2116 0
Arrive On Green 0.28 0.00 0.28 0.00 0.52 0.52 0.03 0.79 0.00 Sat Flow, veh/h 3428 0 1572 0 3310 382 1781 3647 0
Grp Volume(v), veh/h 169 0 404 0 497 501 16 615 0
Grp Sat Flow(s),veh/h/ln1714 0 1572 0 1791 1807 1781 1777 0 Q Serve(g_s), s 3.8 0.0 25.0 0.0 18.5 18.5 0.9 4.7 0.0
Cycle Q Clear(g_c), s 3.8 0.0 25.0 0.0 18.5 18.5 0.9 4.7 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 945 0 433 0 926 934 38 2116 0
V/C Ratio(X) 0.18 0.00 0.93 0.00 0.54 0.54 0.42 0.29 0.00 Avail Cap(c_a), veh/h 967 0 443 0 926 934 285 2116 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.78 0.78 0.00 Uniform Delay (d), s/veh 27.6 0.0 35.3 0.0 16.1 16.1 48.0 4.7 0.0 Incr Delay (d2), s/veh 0.2 0.0 27.3 0.0 2.2 2.2 2.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 12.5 0.0 7.4 7.4 0.4 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 0.0 62.6 0.0 18.4 18.4 50.0 5.0 0.0 LnGrp LOS C A E A B B D A A
Approach Vol, veh/h 573 998 631
Approach Delay, s/veh 52.4 18.4 6.1
Approach LOS D B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.9 58.5 33.7 66.3
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 16 37.2 28.2 58.9
Max Q Clear Time (g_c+I1), s2.9 20.5 27.0 6.7
Green Ext Time (p_c), s 0.0 10.4 0.5 7.9
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2635
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 23
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 0 382 7 0 1148
Future Vol, veh/h 19 0 382 7 0 1148
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 21 0 415 8 0 1248
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1667 419 0 0 423 0
Stage 1 419 -----
Stage 2 1248 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 107 638 - - 1085 -
Stage 1 668 -----
Stage 2 273 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 107 638 - - 1085 -
Mov Cap-2 Maneuver 107 -----
Stage 1 668 -----
Stage 2 273 -----
Approach WB NB SB
HCM Control Delay, s 46.5 0 0

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 107 1085 -
HCM Lane V/C Ratio - - 0.193 - -
HCM Control Delay (s) - - 46.5 0 -
HCM Lane LOS - - E A -
HCM 95th %tile Q(veh) - - 0.7 0 -
2636
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 24
Intersection
Int Delay, s/veh 7.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 85 0 388 19 0 1167
Future Vol, veh/h 85 0 388 19 0 1167
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 92 0 422 21 0 1268
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1701 433 0 0 443 0
Stage 1 433 -----
Stage 2 1268 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 102 627 - - 1066 -
Stage 1 658 -----
Stage 2 267 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 102 627 - - 1066 -
Mov Cap-2 Maneuver 102 -----
Stage 1 658 -----
Stage 2 267 -----
Approach WB NB SB
HCM Control Delay, s 140.9 0 0

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 102 1066 -
HCM Lane V/C Ratio - - 0.906 - -
HCM Control Delay (s) - - 140.9 0 -
HCM Lane LOS - - F A -
HCM 95th %tile Q(veh) - - 5.3 0 -
2637
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 57 1100 754 16 0 164
Future Vol, veh/h 57 1100 754 16 0 164
Conflicting Peds, #/hr 0 00000
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 21100
Mvmt Flow 62 1196 820 17 0 178
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 837 0 - 0 - 419
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.13 - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.219 - - - - 3.3
Pot Cap-1 Maneuver 795 - - - 0 589
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 795 - - - - 589
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0.5 0 13.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 795 - - - 589
HCM Lane V/C Ratio 0.078 - - - 0.303
HCM Control Delay (s) 9.9 - - - 13.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.3 - - - 1.3
2638
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Project Driveway 4/Stanford Avenue & Perrin Road Cumulative Year (2046) WP - AM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 0 10 0 0 0 28 19 0 0 1 16
Future Vol, veh/h 16 0 10 0 0 0 28 19 0 0 1 16
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 7 27222002277
Mvmt Flow 17 0 11 0 0 0 30 21 0 0 1 17
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 11 0 0 50 41 6 51 46 1
Stage 1 - - - - - - 40 40 - 1 1 -
Stage 2 - - - - - - 10 1 - 50 45 -
Critical Hdwy 4.17 - - 4.12 - - 7.1 6.5 6.22 7.12 6.57 6.27 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.57 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.12 5.57 -
Follow-up Hdwy 2.263 - - 2.218 - - 3.5 4 3.318 3.518 4.063 3.363 Pot Cap-1 Maneuver 1589 - - 1608 - - 955 855 1077 948 836 1069 Stage 1 - - - - - - 980 866 - 1022 885 -
Stage 2 - ----- 1016 899 - 963 848 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1589 - - 1608 - - 931 846 1077 922 827 1069 Mov Cap-2 Maneuver - - - - - - 931 846 - 922 827 -
Stage 1 - - - - - - 969 856 - 1011 885 -
Stage 2 - - - - - - 998 899 - 929 839 -
Approach EB WB NB SB
HCM Control Delay, s 4.5 0 9.3 8.5

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 895 1589 - - 1608 - - 1051
HCM Lane V/C Ratio 0.057 0.011 ----- 0.018
HCM Control Delay (s) 9.3 7.3 0 - 0 - - 8.5
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1
2639
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 1: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 121 134 128 142 52 179 785 180 118 701 13 Future Volume (veh/h) 13 121 134 128 142 52 179 785 180 118 701 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 14 132 146 139 154 57 195 853 196 128 762 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 000111000111
Cap, veh/h 44 216 183 163 221 82 184 2836 881 152 2727 827 Arrive On Green 0.02 0.11 0.11 0.09 0.17 0.17 0.10 0.55 0.55 0.08 0.53 0.53 Sat Flow, veh/h 1810 1900 1610 1795 1312 486 1810 5187 1610 1795 5147 1560 Grp Volume(v), veh/h 14 132 146 139 0 211 195 853 196 128 762 14 Grp Sat Flow(s),veh/h/ln 1810 1900 1610 1795 0 1798 1810 1729 1610 1795 1716 1560 Q Serve(g_s), s 1.0 8.9 11.9 10.3 0.0 14.9 13.7 12.0 8.5 9.5 11.0 0.6 Cycle Q Clear(g_c), s 1.0 8.9 11.9 10.3 0.0 14.9 13.7 12.0 8.5 9.5 11.0 0.6 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 216 183 163 0 303 184 2836 881 152 2727 827 V/C Ratio(X) 0.32 0.61 0.80 0.85 0.00 0.70 1.06 0.30 0.22 0.84 0.28 0.02 Avail Cap(c_a), veh/h 185 612 519 205 0 579 184 2836 881 182 2727 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.8 57.0 58.3 60.5 0.0 52.8 60.7 16.6 15.8 60.9 17.5 15.0 Incr Delay (d2), s/veh 1.5 3.3 9.1 19.9 0.0 6.3 57.8 0.1 0.2 21.9 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/ln 0.5 4.4 5.3 5.5 0.0 7.2 9.1 4.5 3.1 5.1 4.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 60.3 67.4 80.3 0.0 59.1 118.5 16.7 16.0 82.8 17.8 15.1 LnGrp LOS E E E F A E F B B F B B
Approach Vol, veh/h 292 350 1244 904
Approach Delay, s/veh 64.1 67.6 32.5 26.9
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.0 77.2 9.5 29.3 16.7 79.5 16.9 21.9 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 13.7 40.3 13.8 43.5 13.7 40.3 15.4 43.5 Max Q Clear Time (g_c+I1), s 15.7 13.0 3.0 16.9 11.5 14.0 12.3 13.9 Green Ext Time (p_c), s 0.0 11.3 0.0 2.3 0.0 14.3 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 38.4
HCM 6th LOS D
2640
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 719 387 357 621 318 293 1451 495 344 1051 207 Future Volume (veh/h) 265 719 387 357 621 318 293 1451 495 344 1051 207 Initial Q (Qb), veh 0 00000000000
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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 282 765 412 380 661 338 312 1544 527 366 1118 220 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00000000111
Cap, veh/h 333 1051 469 425 1175 524 361 1542 478 412 1609 492 Arrive On Green 0.09 0.29 0.29 0.12 0.33 0.33 0.10 0.30 0.30 0.12 0.31 0.31 Sat Flow, veh/h 3510 3610 1610 3510 3610 1609 3510 5187 1609 3483 5147 1574 Grp Volume(v), veh/h 282 765 412 380 661 338 312 1544 527 366 1118 220 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1805 1609 1755 1729 1609 1742 1716 1574 Q Serve(g_s), s 11.5 27.6 35.3 15.5 21.9 26.0 12.7 43.1 43.1 15.0 27.7 16.2 Cycle Q Clear(g_c), s 11.5 27.6 35.3 15.5 21.9 26.0 12.7 43.1 43.1 15.0 27.7 16.2 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 333 1051 469 425 1175 524 361 1542 478 412 1609 492 V/C Ratio(X) 0.85 0.73 0.88 0.89 0.56 0.65 0.86 1.00 1.10 0.89 0.69 0.45 Avail Cap(c_a), veh/h 470 1090 486 441 1175 524 453 1542 478 449 1609 492 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 64.6 46.2 49.0 62.8 40.4 41.7 64.0 51.0 51.0 63.0 43.8 39.8 Incr Delay (d2), s/veh 7.2 3.2 17.9 2.3 0.1 0.3 11.4 23.3 72.0 16.0 2.3 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 12.7 16.3 6.9 9.5 10.2 6.1 21.3 26.5 7.4 11.7 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.8 49.4 66.8 65.1 40.4 42.0 75.4 74.2 122.9 79.0 46.1 42.5 LnGrp LOS E D E E D D E F F E D D
Approach Vol, veh/h 1459 1379 2383 1704
Approach Delay, s/veh 58.7 47.6 85.2 52.7
Approach LOS E D F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.2 51.0 19.3 53.4 23.5 48.8 24.3 48.4 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s14.7 29.7 13.5 28.0 17.0 45.1 17.5 37.3 Green Ext Time (p_c), s 0.2 7.9 0.3 6.3 0.1 0.0 0.1 4.9 Intersection Summary
HCM 6th Ctrl Delay 64.1
HCM 6th LOS E
2641
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 3
Intersection
Intersection Delay, s/veh254.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 374 101 18 218 160 149 430 28 203 254 3 Future Vol, veh/h 7 374 101 18 218 160 149 430 28 203 254 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 1 11000111111
Mvmt Flow 8 407 110 20 237 174 162 467 30 221 276 3
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 226.8 133.3 386.5 215.3

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 25% 1% 5% 44%
Vol Thru, % 71% 78% 55% 55%
Vol Right, % 5% 21% 40% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 607 482 396 460
LT Vol 149 7 18 203
Through Vol 430 374 218 254
RT Vol 28 101 160 3
Lane Flow Rate 660 524 430 500
Geometry Grp 1111
Degree of Util (X) 1.766 1.381 1.12 1.347
Departure Headway (Hd) 12.358 13.246 14.275 13.85
Convergence, Y/N Yes Yes Yes Yes
Cap 303 278 258 265
Service Time 10.358 11.246 12.275 11.85
HCM Lane V/C Ratio 2.178 1.885 1.667 1.887
HCM Control Delay 386.5 226.8 133.3 215.3
HCM Lane LOS FFFF
HCM 95th-tile Q 33.6 20 12.4 18.4
2642
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 1022 218 108 907 211 313 681 154 159 504 108 Future Volume (veh/h) 144 1022 218 108 907 211 313 681 154 159 504 108 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 155 1099 234 116 975 227 337 732 166 171 542 116 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 181 999 446 151 497 421 290 705 598 197 608 515 Arrive On Green 0.10 0.28 0.28 0.08 0.26 0.26 0.16 0.37 0.37 0.11 0.32 0.32 Sat Flow, veh/h 1795 3582 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 155 1099 234 116 975 227 337 732 166 171 542 116 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1810 1900 1610 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 11.0 36.3 16.1 8.2 34.0 15.8 21.0 48.6 9.4 12.2 35.6 6.9 Cycle Q Clear(g_c), s 11.0 36.3 16.1 8.2 34.0 15.8 21.0 48.6 9.4 12.2 35.6 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 999 446 151 497 421 290 705 598 197 608 515 V/C Ratio(X) 0.86 1.10 0.52 0.77 1.96 0.54 1.16 1.04 0.28 0.87 0.89 0.23 Avail Cap(c_a), veh/h 290 999 446 292 497 421 290 705 598 290 608 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.49 0.49 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 46.9 39.6 58.4 48.0 41.3 54.5 40.7 28.4 56.9 41.9 32.2 Incr Delay (d2), s/veh 3.9 53.1 0.8 3.1 440.2 2.0 104.1 44.1 1.2 12.2 17.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.1 22.8 6.2 3.8 76.2 6.3 17.6 30.1 3.7 6.1 18.9 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.5 100.0 40.4 61.5 488.2 43.3 158.6 84.8 29.6 69.1 59.8 33.2 LnGrp LOS E F D E F D F F C E E C
Approach Vol, veh/h 1488 1318 1235 829
Approach Delay, s/veh 86.6 374.0 97.5 58.0
Approach LOS F F F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 47.9 17.1 40.0 18.3 54.6 14.8 42.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s23.0 37.6 13.0 36.0 14.2 50.6 10.2 38.3 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 0.1 0.0 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 162.3
HCM 6th LOS F
2643
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 191 899 163 287 914 147 222 676 366 136 273 161 Future Volume (veh/h) 191 899 163 287 914 147 222 676 366 136 273 161 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 201 946 172 302 962 155 234 712 385 143 287 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 11000000000
Cap, veh/h 254 870 387 357 980 437 258 1147 511 612 1261 562 Arrive On Green 0.07 0.24 0.24 0.10 0.27 0.27 0.14 0.32 0.32 0.17 0.35 0.35 Sat Flow, veh/h 3483 3582 1594 3510 3610 1610 1810 3610 1610 3510 3610 1610 Grp Volume(v), veh/h 201 946 172 302 962 155 234 712 385 143 287 169 Grp Sat Flow(s),veh/h/ln1742 1791 1594 1755 1805 1610 1810 1805 1610 1755 1805 1610 Q Serve(g_s), s 7.9 34.0 12.8 11.8 37.0 10.9 17.8 23.5 30.0 4.9 7.9 10.7 Cycle Q Clear(g_c), s 7.9 34.0 12.8 11.8 37.0 10.9 17.8 23.5 30.0 4.9 7.9 10.7 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 254 870 387 357 980 437 258 1147 511 612 1261 562 V/C Ratio(X) 0.79 1.09 0.44 0.85 0.98 0.35 0.91 0.62 0.75 0.23 0.23 0.30 Avail Cap(c_a), veh/h 607 870 387 612 980 437 315 1147 511 612 1261 562 HCM Platoon Ratio 1.00 1.00 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 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.8 53.0 45.0 61.8 50.6 41.1 59.1 40.6 42.8 49.8 32.2 33.1 Incr Delay (d2), s/veh 2.1 57.1 1.2 2.2 24.2 0.7 20.4 2.2 8.5 0.9 0.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 21.6 5.1 5.2 19.4 4.3 9.5 10.5 12.7 2.2 3.5 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.9 110.1 46.2 64.0 74.9 41.8 79.5 42.8 51.3 50.6 32.6 34.5 LnGrp LOS E F D E E D E DDDCC
Approach Vol, veh/h 1319 1419 1331 599
Approach Delay, s/veh 95.0 68.9 51.7 37.4
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.6 54.6 15.8 44.0 30.0 50.2 19.8 40.0 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s19.8 12.7 9.9 39.0 6.9 32.0 13.8 36.0 Green Ext Time (p_c), s 0.1 6.2 0.3 0.0 0.2 1.8 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 67.4
HCM 6th LOS E
2644
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 6: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 161 108 165 1192 630 77
Future Volume (veh/h) 161 108 165 1192 630 77
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1900 1900
Adj Flow Rate, veh/h 175 117 179 1296 685 84
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 11100
Cap, veh/h 220 196 148 2713 2267 1011
Arrive On Green 0.12 0.12 0.08 0.76 0.63 0.63
Sat Flow, veh/h 1795 1598 1795 3676 3705 1610
Grp Volume(v), veh/h 175 117 179 1296 685 84
Grp Sat Flow(s),veh/h/ln1795 1598 1795 1791 1805 1610
Q Serve(g_s), s 8.1 5.9 7.0 11.7 7.4 1.7
Cycle Q Clear(g_c), s 8.1 5.9 7.0 11.7 7.4 1.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 220 196 148 2713 2267 1011
V/C Ratio(X) 0.80 0.60 1.21 0.48 0.30 0.08
Avail Cap(c_a), veh/h 530 472 148 2713 2267 1011
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.88 0.88
Uniform Delay (d), s/veh 36.3 35.3 39.0 3.9 7.3 6.2
Incr Delay (d2), s/veh 2.5 1.1 141.6 0.6 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.5 2.2 8.7 2.4 2.3 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 36.4 180.6 4.5 7.6 6.3
LnGrp LOS D D F A A A
Approach Vol, veh/h 292 1475 769
Approach Delay, s/veh 37.8 25.9 7.4
Approach LOS D C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s11.0 58.7 69.7 15.3
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s7.0 38.7 49.7 25.1
Max Q Clear Time (g_c+I1), s9.0 9.4 13.7 10.1
Green Ext Time (p_c), s 0.0 6.4 14.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
2645
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 594 413 54 471 351 328 915 48 110 584 50 Future Volume (veh/h) 101 594 413 54 471 351 328 915 48 110 584 50 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 107 632 439 57 501 373 349 973 51 117 621 53 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00111111000
Cap, veh/h 130 503 426 98 467 395 311 1718 749 140 1385 602 Arrive On Green 0.07 0.26 0.26 0.05 0.25 0.25 0.17 0.48 0.48 0.08 0.38 0.38 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1561 1810 3610 1570 Grp Volume(v), veh/h 107 632 439 57 501 373 349 973 51 117 621 53 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1561 1810 1805 1570 Q Serve(g_s), s 8.8 39.7 39.7 4.7 37.1 34.4 26.0 29.1 2.6 9.6 19.2 3.2 Cycle Q Clear(g_c), s 8.8 39.7 39.7 4.7 37.1 34.4 26.0 29.1 2.6 9.6 19.2 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 130 503 426 98 467 395 311 1718 749 140 1385 602 V/C Ratio(X) 0.83 1.26 1.03 0.58 1.07 0.94 1.12 0.57 0.07 0.84 0.45 0.09 Avail Cap(c_a), veh/h 374 503 426 311 467 395 311 1718 749 314 1385 602 HCM Platoon Ratio 1.00 1.00 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 0.32 0.32 0.32 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.7 55.1 55.1 69.3 56.4 55.4 62.0 27.9 21.0 68.3 34.4 29.5 Incr Delay (d2), s/veh 5.0 131.0 51.5 2.0 62.8 31.6 68.3 0.4 0.1 5.0 1.1 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/ln4.2 36.8 21.8 2.2 25.4 17.0 17.5 12.2 1.0 4.6 8.5 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 186.2 106.7 71.3 119.3 87.0 130.3 28.3 21.0 73.3 35.5 29.8 LnGrp LOS E F F E F F F C C E D C
Approach Vol, veh/h 1178 931 1373 791
Approach Delay, s/veh 146.3 103.4 54.0 40.7
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s30.0 62.8 14.7 42.4 15.6 77.3 12.2 45.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s26.0 39.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s28.0 21.2 10.8 39.1 11.6 31.1 6.7 41.7 Green Ext Time (p_c), s 0.0 5.6 0.1 0.0 0.1 5.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 87.7
HCM 6th LOS F
2646
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 404 185 38 338 122 261 1212 90 125 901 32 Future Volume (veh/h) 23 404 185 38 338 122 261 1212 90 125 901 32 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 25 439 201 41 367 133 284 1317 98 136 979 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11111000000
Cap, veh/h 83 482 408 109 509 432 304 1473 109 172 1279 46 Arrive On Green 0.05 0.26 0.26 0.06 0.27 0.27 0.17 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 1795 1885 1596 1795 1885 1598 1810 3401 252 1810 3552 127 Grp Volume(v), veh/h 25 439 201 41 367 133 284 697 718 136 498 516 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1848 1810 1805 1874 Q Serve(g_s), s 1.7 28.2 13.4 2.7 22.1 8.3 19.4 44.6 45.0 9.2 30.4 30.4 Cycle Q Clear(g_c), s 1.7 28.2 13.4 2.7 22.1 8.3 19.4 44.6 45.0 9.2 30.4 30.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.07
Lane Grp Cap(c), veh/h 83 482 408 109 509 432 304 782 800 172 650 675 V/C Ratio(X) 0.30 0.91 0.49 0.38 0.72 0.31 0.93 0.89 0.90 0.79 0.77 0.77 Avail Cap(c_a), veh/h 158 593 502 158 593 502 304 782 800 232 650 675 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 0.76 0.76 0.76 Uniform Delay (d), s/veh 57.6 45.1 39.6 56.4 41.3 36.3 51.3 32.7 32.8 55.3 35.3 35.3 Incr Delay (d2), s/veh 0.7 15.3 0.6 0.8 3.7 0.4 34.3 14.6 14.8 6.7 6.5 6.2 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/ln0.8 14.8 5.2 1.2 10.5 3.2 11.4 21.5 22.2 4.4 14.0 14.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 60.4 40.2 57.2 45.0 36.7 85.6 47.3 47.7 62.0 41.8 41.6 LnGrp LOS E E D E D D F D D E D D
Approach Vol, veh/h 665 541 1699 1150
Approach Delay, s/veh 54.2 43.9 53.9 44.1
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 50.7 9.8 39.5 15.9 59.8 11.6 37.7 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s21.4 32.4 3.7 24.1 11.2 47.0 4.7 30.2 Green Ext Time (p_c), s 0.0 1.1 0.0 2.3 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
2647
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1853 609 0 2291 829 0 0 0 77 0 406 Future Volume (veh/h) 0 1853 609 0 2291 829 0 0 0 77 0 406 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1872 615 0 2624 0 78 0 410
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 11011 101
Cap, veh/h 0 3326 819 0 3868 664 0 536
Arrive On Green 0.00 0.51 0.51 0.00 0.51 0.00 0.19 0.00 0.19 Sat Flow, veh/h 0 6749 1598 0 7541 1598 3483 0 2812
Grp Volume(v), veh/h 0 1872 615 0 2624 0 78 0 410
Grp Sat Flow(s),veh/h/ln 0 1621 1598 0 1885 1598 1742 0 1406 Q Serve(g_s), s 0.0 26.1 40.2 0.0 34.3 0.0 2.4 0.0 18.2 Cycle Q Clear(g_c), s 0.0 26.1 40.2 0.0 34.3 0.0 2.4 0.0 18.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3326 819 0 3868 664 0 536
V/C Ratio(X) 0.00 0.56 0.75 0.00 0.68 0.12 0.00 0.77
Avail Cap(c_a), veh/h 0 3341 823 0 3885 1317 0 1063
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.0 25.5 0.0 24.0 0.0 44.2 0.0 50.6 Incr Delay (d2), s/veh 0.0 0.7 6.3 0.0 0.8 0.0 0.2 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.5 15.7 0.0 14.6 0.0 1.1 0.0 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.7 31.7 0.0 24.8 0.0 44.4 0.0 56.2 LnGrp LOS A C C A C D A E
Approach Vol, veh/h 2487 2624 488
Approach Delay, s/veh 24.9 24.8 54.3
Approach LOS C C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 74.5 32.5 74.5
Change Period (Y+Rc), s 6.8 7.3 6.8
Max Green Setting (Gmax), s 68.0 49.9 68.0
Max Q Clear Time (g_c+I1), s 42.2 20.2 36.3
Green Ext Time (p_c), s 25.2 4.9 31.4
Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2648
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1533 397 0 2332 214 788 0 1019 0 0 0 Future Volume (veh/h) 0 1533 397 0 2332 214 788 0 1019 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1885 1885 0 1885 1885 1885 0 1885 Adj Flow Rate, veh/h 0 1580 0 0 2404 221 812 0 1051
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 11011101
Cap, veh/h 0 2930 0 4346 909 1651 0 917
Arrive On Green 0.00 0.57 0.00 0.00 0.57 0.57 0.33 0.00 0.33 Sat Flow, veh/h 0 5316 1598 0 7993 1598 5063 0 2812
Grp Volume(v), veh/h 0 1580 0 0 2404 221 812 0 1051
Grp Sat Flow(s),veh/h/ln 0 1716 1598 0 1527 1598 1688 0 1406 Q Serve(g_s), s 0.0 24.8 0.0 0.0 25.7 9.0 16.7 0.0 42.4 Cycle Q Clear(g_c), s 0.0 24.8 0.0 0.0 25.7 9.0 16.7 0.0 42.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2930 0 4346 909 1651 0 917
V/C Ratio(X) 0.00 0.54 0.00 0.55 0.24 0.49 0.00 1.15
Avail Cap(c_a), veh/h 0 2930 0 4346 909 1651 0 917
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 0.92 0.00 0.00 0.17 0.17 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.4 0.0 0.0 17.6 14.0 35.2 0.0 43.8 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 0.1 0.1 1.0 0.0 78.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 9.3 0.0 0.0 8.4 3.1 7.0 0.0 24.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.1 0.0 0.0 17.7 14.1 36.2 0.0 122.4 LnGrp LOS A B A B B D A F
Approach Vol, veh/h 1580 2625 1863
Approach Delay, s/veh 18.1 17.4 84.8
Approach LOS B B F
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.8 80.8 49.2
Change Period (Y+Rc), s 6.8 6.8 6.8
Max Green Setting (Gmax), s 74.0 74.0 42.4
Max Q Clear Time (g_c+I1), s 26.8 27.7 44.4
Green Ext Time (p_c), s 38.1 45.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 38.3
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2649
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 514 Future Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 514 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 732 1561 364 340 1482 221 634 640 333 345 394 535 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 11111000111
Cap, veh/h 562 1560 484 389 1305 405 673 1146 524 396 1305 703 Arrive On Green 0.16 0.30 0.30 0.11 0.25 0.25 0.19 0.33 0.33 0.11 0.25 0.25 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1581 3483 5147 2773 Grp Volume(v), veh/h 732 1561 364 340 1482 221 634 640 333 345 394 535 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1581 1742 1716 1387 Q Serve(g_s), s 25.0 47.0 31.9 14.9 39.3 18.6 27.6 23.5 27.6 15.1 9.6 27.7 Cycle Q Clear(g_c), s 25.0 47.0 31.9 14.9 39.3 18.6 27.6 23.5 27.6 15.1 9.6 27.7 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 562 1560 484 389 1305 405 673 1146 524 396 1305 703 V/C Ratio(X) 1.30 1.00 0.75 0.87 1.14 0.55 0.94 0.56 0.64 0.87 0.30 0.76 Avail Cap(c_a), veh/h 562 1560 484 562 1305 405 679 1146 524 674 1305 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.55 0.55 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.0 54.0 48.7 67.8 57.8 50.1 61.8 42.5 43.9 67.6 46.8 53.5 Incr Delay (d2), s/veh 143.5 17.0 5.9 7.7 70.9 5.2 21.2 2.0 5.8 3.0 0.6 7.6 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/ln22.1 22.2 13.2 6.9 25.2 7.9 14.1 10.2 11.5 6.8 4.1 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 208.5 71.0 54.6 75.5 128.8 55.3 83.0 44.5 49.7 70.6 47.4 61.1 LnGrp LOS F F D E F E F D D E D E
Approach Vol, veh/h 2657 2043 1607 1274
Approach Delay, s/veh 106.6 112.0 60.7 59.4
Approach LOS F F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s30.0 45.3 22.6 57.1 22.3 53.0 34.7 45.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s27.0 41.3 17.1 29.6 16.9 49.0 29.6 29.7 Green Ext Time (p_c), s 0.0 0.0 0.5 2.8 0.4 0.0 0.1 3.6 Intersection Summary
HCM 6th Ctrl Delay 90.4
HCM 6th LOS F
2650
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
12: Behymer Avenue & Sunnyside Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 12
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 240 236 0 0 0
Future Vol, veh/h 0 240 236 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 261 257 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 257 0 - 0 518 257
Stage 1 - - - - 257 -
Stage 2 - - - - 261 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1320 - - - 521 787
Stage 1 - - - - 791 -
Stage 2 - - - - 787 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1320 - - - 521 787
Mov Cap-2 Maneuver - - - - 521 -
Stage 1 - - - - 791 -
Stage 2 - - - - 787 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1320 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----
2651
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 13
Intersection
Intersection Delay, s/veh 1111.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 428 922 168 64 955 334 192 300 76 168 187 386 Future Vol, veh/h 428 922 168 64 955 334 192 300 76 168 187 386 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 111000000000
Mvmt Flow 455 981 179 68 1016 355 204 319 81 179 199 411 Number of Lanes 010110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1112
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1121
HCM Control Delay 1571.4 1186.4 408.6 571.2

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 34% 28% 100% 0% 23%
Vol Thru, % 53% 61% 0% 74% 25%
Vol Right, % 13% 11% 0% 26% 52%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 568 1518 64 1289 741
LT Vol 192 428 64 0 168
Through Vol 300 922 0 955 187
RT Vol 76 168 0 334 386
Lane Flow Rate 604 1615 68 1371 788
Geometry Grp 25772
Degree of Util (X) 1.608 4.352 0.193 3.625 2.042
Departure Headway (Hd) 43.977 26.429 26.203 25.467 36.413 Convergence, Y/N Yes Yes Yes Yes Yes
Cap 91 161 138 165 110
Service Time 41.977 24.429 23.903 23.167 34.413
HCM Lane V/C Ratio 6.637 10.031 0.493 8.309 7.164
HCM Control Delay 408.6 1571.4 35.1 1243.6 571.2
HCM Lane LOS F F E F F
HCM 95th-tile Q 10.8 60.7 0.7 50.2 17.3
2652
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
14: Sunnyside Avenue & Teague Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 14
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 3 28 3 37 0 386 41 37 240 1
Future Vol, veh/h 2 1 3 28 3 37 0 386 41 37 240 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 9 99000000111
Mvmt Flow 2 1 3 30 3 40 0 420 45 40 261 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 806 807 262 787 785 443 262 0 0 465 0 0 Stage 1 342 342 - 443 443 -------
Stage 2 464 465 - 344 342 -------
Critical Hdwy 7.19 6.59 6.29 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.19 5.59 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.1 5.5 -------
Follow-up Hdwy 3.581 4.081 3.381 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 292 307 760 312 327 619 1314 - - 1102 - - Stage 1 659 626 - 598 579 -------
Stage 2 565 551 - 676 642 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 262 294 760 300 313 619 1314 - - 1102 - - Mov Cap-2 Maneuver 262 294 - 300 313 -------
Stage 1 659 600 - 598 579 -------
Stage 2 525 551 - 644 615 -------
Approach EB WB NB SB
HCM Control Delay, s 14.1 15.5 0 1.1

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1314 - - 400 418 1102 - -
HCM Lane V/C Ratio - - - 0.016 0.177 0.036 - -
HCM Control Delay (s) 0 - - 14.1 15.5 8.4 0 -
HCM Lane LOS A - - B C A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.6 0.1 - -
2653
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 15
Intersection
Intersection Delay, s/veh 217.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 54 494 140 50 483 28 227 309 54 20 187 50 Future Vol, veh/h 54 494 140 50 483 28 227 309 54 20 187 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 111111000111
Mvmt Flow 59 537 152 54 525 30 247 336 59 22 203 54
Number of Lanes 120110011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2312
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2123
HCM Control Delay 75.8 312.6 358.3 67.1

HCM LOS FFFF

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1
Vol Left, % 42% 0% 100% 0% 0% 100% 0% 8%
Vol Thru, % 58% 0% 0% 100% 54% 0% 95% 73%
Vol Right, % 0% 100% 0% 0% 46% 0% 5% 19%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 536 54 54 329 305 50 511 257
LT Vol 227 0 54 0 0 50 0 20
Through Vol 309 0 0 329 165 0 483 187
RT Vol 0 54 0 0 140 0 28 50
Lane Flow Rate 583 59 59 358 331 54 555 279
Geometry Grp 88888888
Degree of Util (X) 1.779 0.164 0.172 0.998 0.894 0.17 1.659 0.86 Departure Headway (Hd) 12.651 11.68 13.78 13.239 12.891 13.407 12.821 14.551 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 291 309 262 276 285 270 289 251
Service Time 10.351 9.38 11.48 10.939 10.591 11.107 10.521 12.251 HCM Lane V/C Ratio 2.003 0.191 0.225 1.297 1.161 0.2 1.92 1.112 HCM Control Delay 392.7 16.7 19.3 92.6 67.6 18.8 341.4 67.1 HCM Lane LOS F C C F F C F F
HCM 95th-tile Q 33.4 0.6 0.6 10.1 8 0.6 29.1 7
2654
AGENDA ITEM NO. 6.

HCM 6th AWSC Shepherd North Project
16: Fowler Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 16
Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 4 237 4 5 1 201 90 3 1 71 5
Future Vol, veh/h 8 4 237 4 5 1 201 90 3 1 71 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 00000000222
Mvmt Flow 9 4 258 4 5 1 218 98 3 1 77 5
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.5 8.4 11.3 8.6

HCM LOS A A B A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 68% 3% 40% 1%
Vol Thru, % 31% 2% 50% 92%
Vol Right, % 1% 95% 10% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 294 249 10 77
LT Vol 201 8 4 1
Through Vol 90 4 5 71
RT Vol 3 237 1 5
Lane Flow Rate 320 271 11 84
Geometry Grp 1111
Degree of Util (X) 0.422 0.325 0.016 0.114
Departure Headway (Hd) 4.757 4.328 5.235 4.916
Convergence, Y/N Yes Yes Yes Yes
Cap 754 828 680 724
Service Time 2.809 2.365 3.299 2.979
HCM Lane V/C Ratio 0.424 0.327 0.016 0.116
HCM Control Delay 11.3 9.5 8.4 8.6
HCM Lane LOS BAAA
HCM 95th-tile Q 2.1 1.4 0 0.4
2655
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
17: Fowler Avenue & Ticonderoga Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 17
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 17 9 286 300 6
Future Vol, veh/h 5 17 9 286 300 6
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00022
Mvmt Flow 5 18 10 311 326 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 661 330 333 0 - 0
Stage 1 330 -----
Stage 2 331 -----
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 431 716 1238 - - -
Stage 1 733 -----
Stage 2 732 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 427 716 1238 - - -
Mov Cap-2 Maneuver 427 -----
Stage 1 726 -----
Stage 2 732 -----
Approach EB NB SB
HCM Control Delay, s 11 0.2 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1238 - 621 - -
HCM Lane V/C Ratio 0.008 - 0.039 - -
HCM Control Delay (s) 7.9 0 11 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
2656
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 613 169 72 690 282 333 370 108 155 241 38 Future Volume (veh/h) 54 613 169 72 690 282 333 370 108 155 241 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 57 645 178 76 726 297 351 389 114 163 254 40 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, % 111111111111
Cap, veh/h 87 794 354 96 427 362 370 923 782 186 616 97 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.21 0.49 0.49 0.10 0.39 0.39 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1597 1795 1590 250 Grp Volume(v), veh/h 57 645 178 76 726 297 351 389 114 163 0 294 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1885 1598 1795 1885 1597 1795 0 1840 Q Serve(g_s), s 4.7 25.6 14.6 6.3 34.0 26.5 28.9 19.9 5.9 13.4 0.0 17.5 Cycle Q Clear(g_c), s 4.7 25.6 14.6 6.3 34.0 26.5 28.9 19.9 5.9 13.4 0.0 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 87 794 354 96 427 362 370 923 782 186 0 713 V/C Ratio(X) 0.66 0.81 0.50 0.79 1.70 0.82 0.95 0.42 0.15 0.87 0.00 0.41 Avail Cap(c_a), veh/h 371 812 362 371 427 362 371 923 782 371 0 713 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 70.1 55.4 51.1 70.2 58.0 55.1 58.7 24.6 21.0 66.2 0.0 33.5 Incr Delay (d2), s/veh 3.1 6.8 2.1 5.5 324.5 15.0 33.0 1.4 0.4 5.0 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 12.2 6.0 3.0 54.2 12.0 16.3 9.0 2.3 6.3 0.0 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 62.2 53.2 75.7 382.5 70.1 91.8 26.0 21.4 71.2 0.0 35.3 LnGrp LOS E E D E F E F C C E A D
Approach Vol, veh/h 880 1099 854 457
Approach Delay, s/veh 61.1 276.8 52.4 48.1
Approach LOS E F D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 34.9 63.8 11.3 40.0 19.6 79.2 12.0 39.3 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 31.0 34.3 31.0 34.0 31.0 34.3 31.0 34.0 Max Q Clear Time (g_c+I1), s 30.9 19.5 6.7 36.0 15.4 21.9 8.3 27.6 Green Ext Time (p_c), s 0.0 1.3 0.1 0.0 0.2 2.0 0.1 3.6 Intersection Summary
HCM 6th Ctrl Delay 129.1
HCM 6th LOS F
2657
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
19: Fowler Avenue & Teague Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 19
Intersection
Int Delay, s/veh 10.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 3 14 18 28 105 24 720 22 23 422 42 Future Vol, veh/h 53 3 14 18 28 105 24 720 22 23 422 42 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 260 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 9 99444111222
Mvmt Flow 55 3 15 19 29 109 25 750 23 24 440 44
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1369 1311 440 1331 1344 762 484 0 0 773 0 0 Stage 1 488 488 - 812 812 -------
Stage 2 881 823 - 519 532 -------
Critical Hdwy 7.19 6.59 6.29 7.14 6.54 6.24 4.11 - - 4.12 - - Critical Hdwy Stg 1 6.19 5.59 - 6.14 5.54 -------
Critical Hdwy Stg 2 6.19 5.59 - 6.14 5.54 -------
Follow-up Hdwy 3.581 4.081 3.381 3.536 4.036 3.336 2.209 - - 2.218 - - Pot Cap-1 Maneuver 120 154 603 130 150 402 1084 - - 842 - - Stage 1 548 538 - 370 389 -------
Stage 2 332 378 - 536 522 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 71 146 603 120 142 402 1084 - - 842 - - Mov Cap-2 Maneuver 71 146 - 120 142 -------
Stage 1 535 522 - 361 380 -------
Stage 2 218 369 - 505 507 -------
Approach EB WB NB SB
HCM Control Delay, s 133.5 41.7 0.3 0.4

HCM LOS F E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1084 - - 89 248 842 - -
HCM Lane V/C Ratio 0.023 - - 0.819 0.634 0.028 - -
HCM Control Delay (s) 8.4 - - 133.5 41.7 9.4 - -
HCM Lane LOS A - - F E A - -
HCM 95th %tile Q(veh) 0.1 - - 4.3 3.9 0.1 - -
2658
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 20: Fowler Avenue & Nees Avenue Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 348 142 57 369 106 166 554 65 60 331 61 Future Volume (veh/h) 73 348 142 57 369 106 166 554 65 60 331 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1856 1856 1856 Adj Flow Rate, veh/h 79 378 154 62 401 115 180 602 71 65 360 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 000111111333
Cap, veh/h 101 620 249 80 444 376 207 955 809 83 813 689 Arrive On Green 0.06 0.25 0.25 0.04 0.24 0.24 0.12 0.51 0.51 0.05 0.44 0.44 Sat Flow, veh/h 1810 2514 1010 1795 1885 1598 1795 1885 1598 1767 1856 1572 Grp Volume(v), veh/h 79 270 262 62 401 115 180 602 71 65 360 66 Grp Sat Flow(s),veh/h/ln 1810 1805 1718 1795 1885 1598 1795 1885 1598 1767 1856 1572 Q Serve(g_s), s 5.2 15.9 16.3 4.1 24.8 7.1 11.8 27.8 2.8 4.4 16.2 3.0 Cycle Q Clear(g_c), s 5.2 15.9 16.3 4.1 24.8 7.1 11.8 27.8 2.8 4.4 16.2 3.0 Prop In Lane 1.00 0.59 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 101 445 423 80 444 376 207 955 809 83 813 689 V/C Ratio(X) 0.78 0.61 0.62 0.77 0.90 0.31 0.87 0.63 0.09 0.78 0.44 0.10 Avail Cap(c_a), veh/h 271 522 497 269 545 462 254 955 809 250 813 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 40.1 40.2 56.7 44.6 37.8 52.2 21.5 15.3 56.5 23.5 19.8 Incr Delay (d2), s/veh 4.9 2.3 2.6 5.8 15.9 0.4 19.8 3.2 0.2 5.8 1.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.1 7.0 1.9 13.1 2.8 6.3 12.3 1.0 2.0 7.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.8 42.3 42.8 62.5 60.5 38.2 71.9 24.6 15.5 62.3 25.2 20.0 LnGrp LOS E D D E E D E C B E C C
Approach Vol, veh/h 611 578 853 491
Approach Delay, s/veh 44.9 56.3 33.8 29.4
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.9 57.9 10.7 33.5 9.7 66.1 9.4 34.9 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s 17.0 31.7 18.0 34.7 17.0 31.7 18.0 34.7 Max Q Clear Time (g_c+I1), s 13.8 18.2 7.2 26.8 6.4 29.8 6.1 18.3 Green Ext Time (p_c), s 0.1 2.0 0.1 1.4 0.0 0.8 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 40.8
HCM 6th LOS D
2659
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 171 0 18 464 882 0 0 496 240 Future Volume (veh/h) 0 0 0 171 0 18 464 882 0 0 496 240 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 180 0 19 488 928 0 0 522 253
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 303110011
Cap, veh/h 226 0 201 551 2655 0 0 1232 595
Arrive On Green 0.13 0.00 0.13 0.32 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1767 0 1572 3483 3676 0 0 2436 1131
Grp Volume(v), veh/h 180 0 19 488 928 0 0 399 376
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1742 1791 0 0 1791 1682 Q Serve(g_s), s 9.9 0.0 1.1 13.3 0.0 0.0 0.0 13.6 13.7
Cycle Q Clear(g_c), s 9.9 0.0 1.1 13.3 0.0 0.0 0.0 13.6 13.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.67
Lane Grp Cap(c), veh/h 226 0 201 551 2655 0 0 942 885
V/C Ratio(X) 0.80 0.00 0.09 0.89 0.35 0.00 0.00 0.42 0.43 Avail Cap(c_a), veh/h 422 0 376 707 2655 0 0 942 885
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.69 0.69 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 42.3 0.0 38.5 33.3 0.0 0.0 0.0 14.4 14.5 Incr Delay (d2), s/veh 12.7 0.0 0.4 6.7 0.3 0.0 0.0 1.4 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 0.4 4.9 0.1 0.0 0.0 5.3 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.0 0.0 38.9 40.0 0.3 0.0 0.0 15.8 16.0 LnGrp LOS E A D D AAABB
Approach Vol, veh/h 199 1416 775
Approach Delay, s/veh 53.5 14.0 15.9
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 80.9 21.5 59.4 19.1
Change Period (Y+Rc), s 6.8 * 5.7 6.8 6.3
Max Green Setting (Gmax), s 63.0 * 20 37.0 23.9
Max Q Clear Time (g_c+I1), s 2.0 15.3 15.7 11.9
Green Ext Time (p_c), s 14.1 0.5 8.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2660
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 389 0 635 0 0 0 0 957 311 29 637 0 Future Volume (veh/h) 389 0 635 0 0 0 0 957 311 29 637 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 405 0 661 0 997 324 30 664 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 011220
Cap, veh/h 1006 0 461 0 1302 420 60 2061 0
Arrive On Green 0.29 0.00 0.29 0.00 0.49 0.49 0.03 0.58 0.00 Sat Flow, veh/h 3456 0 1585 0 2757 859 1781 3647 0
Grp Volume(v), veh/h 405 0 661 0 668 653 30 664 0
Grp Sat Flow(s),veh/h/ln1728 0 1585 0 1791 1731 1781 1777 0 Q Serve(g_s), s 9.4 0.0 29.1 0.0 30.4 30.9 1.7 9.7 0.0
Cycle Q Clear(g_c), s 9.4 0.0 29.1 0.0 30.4 30.9 1.7 9.7 0.0 Prop In Lane 1.00 1.00 0.00 0.50 1.00 0.00
Lane Grp Cap(c), veh/h 1006 0 461 0 876 846 60 2061 0
V/C Ratio(X) 0.40 0.00 1.43 0.00 0.76 0.77 0.50 0.32 0.00 Avail Cap(c_a), veh/h 1006 0 461 0 876 846 201 2061 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.85 0.85 0.00 Uniform Delay (d), s/veh 28.5 0.0 35.4 0.0 20.8 21.0 47.5 10.8 0.0 Incr Delay (d2), s/veh 0.6 0.0 207.0 0.0 6.3 6.7 2.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 0.0 37.3 0.0 12.8 12.7 0.7 3.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 0.0 242.5 0.0 27.1 27.7 49.5 11.2 0.0 LnGrp LOS C A F A C C D B A
Approach Vol, veh/h 1066 1321 694
Approach Delay, s/veh 161.4 27.4 12.9
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.1 55.7 35.2 64.8
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 11 41.0 29.1 58.0
Max Q Clear Time (g_c+I1), s3.7 32.9 31.1 11.7
Green Ext Time (p_c), s 0.0 6.9 0.0 8.5
Intersection Summary
HCM 6th Ctrl Delay 70.5
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2661
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 23
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 980 21 0 670
Future Vol, veh/h 13 0 980 21 0 670
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 0 1065 23 0 728
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1805 1077 0 0 1088 0
Stage 1 1077 -----
Stage 2 728 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 88 269 - - 649 -
Stage 1 330 -----
Stage 2 482 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 88 269 - - 649 -
Mov Cap-2 Maneuver 88 -----
Stage 1 330 -----
Stage 2 482 -----
Approach WB NB SB
HCM Control Delay, s 53.6 0 0

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 88 649 -
HCM Lane V/C Ratio - - 0.161 - -
HCM Control Delay (s) - - 53.6 0 -
HCM Lane LOS - - F A -
HCM 95th %tile Q(veh) - - 0.5 0 -
2662
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 24
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 57 0 1002 61 0 683
Future Vol, veh/h 57 0 1002 61 0 683
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 62 0 1089 66 0 742
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1864 1122 0 0 1155 0
Stage 1 1122 -----
Stage 2 742 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 81 253 - - 612 -
Stage 1 314 -----
Stage 2 474 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 81 253 - - 612 -
Mov Cap-2 Maneuver 81 -----
Stage 1 314 -----
Stage 2 474 -----
Approach WB NB SB
HCM Control Delay, s 131.1 0 0

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 81 612 -
HCM Lane V/C Ratio - - 0.765 - -
HCM Control Delay (s) - - 131.1 0 -
HCM Lane LOS - - F A -
HCM 95th %tile Q(veh) - - 3.8 0 -
2663
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
25: Shepherd Avenue & Project Driveway 3 Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 25
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 186 980 1243 54 0 110
Future Vol, veh/h 186 980 1243 54 0 110
Conflicting Peds, #/hr 0 00000
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, % 1 10000
Mvmt Flow 202 1065 1351 59 0 120
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1410 0 - 0 - 705
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 4.115 - - - - 6.9
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 2.2095 - - - - 3.3
Pot Cap-1 Maneuver 486 - - - 0 383
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 486 - - - - 383
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 2.8 0 18.6

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 486 - - - 383
HCM Lane V/C Ratio 0.416 - - - 0.312
HCM Control Delay (s) 17.6 - - - 18.6
HCM Lane LOS C - - - C
HCM 95th %tile Q(veh) 2 - - - 1.3
2664
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
26: Project Driveway 4/Stanford Avenue & Perrin Road Cumulative Year (2046) WP - PM Peak Hour LSA Synchro 11 Report
03/21/2023 Page 26
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 0 32 0 0 0 19 13 0 0 4 13
Future Vol, veh/h 14 0 32 0 0 0 19 13 0 0 4 13
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 0 20222002200
Mvmt Flow 15 0 35 0 0 0 21 14 0 0 4 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 35 0 0 58 49 18 56 66 1
Stage 1 - - - - - - 48 48 - 1 1 -
Stage 2 - - - - - - 10 1 - 55 65 -
Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.22 7.12 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.12 5.5 -
Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.318 3.518 4 3.3 Pot Cap-1 Maneuver 1635 - - 1576 - - 944 846 1061 941 829 1090 Stage 1 - - - - - - 971 859 - 1022 899 -
Stage 2 - ----- 1016 899 - 957 845 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1635 - - 1576 - - 921 838 1061 922 822 1090 Mov Cap-2 Maneuver - - - - - - 921 838 - 922 822 -
Stage 1 - - - - - - 962 851 - 1013 899 -
Stage 2 - - - - - - 998 899 - 933 837 -
Approach EB WB NB SB
HCM Control Delay, s 2.2 0 9.2 8.6

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 885 1635 - - 1576 - - 1012
HCM Lane V/C Ratio 0.039 0.009 ----- 0.018
HCM Control Delay (s) 9.2 7.2 0 - 0 - - 8.6
HCM Lane LOS A A A - A - - A
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1
2665
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 3: Minnewawa Avenue & Behymer Avenue Existing WP MIT- AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 115 44 12 148 297 41 212 8 123 225 3 Future Volume (veh/h) 3 115 44 12 148 297 41 212 8 123 225 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1841 1841 1841 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 4 139 53 14 178 358 49 255 10 148 271 4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 33444444222
Cap, veh/h 64 475 177 67 206 395 151 715 26 307 529 7
Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 9 1284 479 16 557 1067 170 1489 55 471 1101 15 Grp Volume(v), veh/h 196 0 0 550 0 0 314 0 0 423 0 0
Grp Sat Flow(s),veh/h/ln1772 0 0 1640 0 0 1713 0 0 1587 0 0 Q Serve(g_s), s 0.0 0.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 3.6 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 19.1 0.0 0.0 6.5 0.0 0.0 10.1 0.0 0.0 Prop In Lane 0.02 0.27 0.03 0.65 0.16 0.03 0.35 0.01
Lane Grp Cap(c), veh/h 716 0 0 668 0 0 892 0 0 843 0 0
V/C Ratio(X) 0.27 0.00 0.00 0.82 0.00 0.00 0.35 0.00 0.00 0.50 0.00 0.00 Avail Cap(c_a), veh/h 783 0 0 731 0 0 892 0 0 843 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) 0.95 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.4 0.0 0.0 17.9 0.0 0.0 9.8 0.0 0.0 10.6 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 7.1 0.0 0.0 1.1 0.0 0.0 2.1 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/ln1.6 0.0 0.0 7.1 0.0 0.0 2.2 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6 0.0 0.0 25.0 0.0 0.0 10.9 0.0 0.0 12.7 0.0 0.0 LnGrp LOS B A A C AABAABAA
Approach Vol, veh/h 196 550 314 423
Approach Delay, s/veh 13.6 25.0 10.9 12.7
Approach LOS B C B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 33.3 26.7 33.3 26.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 24.5 26.5 24.5
Max Q Clear Time (g_c+I1), s 8.5 6.7 12.1 21.1
Green Ext Time (p_c), s 1.6 0.9 2.2 1.1
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. 2666
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 13: Sunnyside Avenue & Shepherd Avenue Existing WP MIT- AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 371 106 63 503 11 54 15 38 24 58 75 Future Volume (veh/h) 31 371 106 63 503 11 54 15 38 24 58 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1856 1856 1856 1885 1885 1885 1752 1752 1752 1722 1722 1722 Adj Flow Rate, veh/h 32 379 108 64 513 11 55 15 39 24 59 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 10 10 10 12 12 12
Cap, veh/h 54 427 122 82 1164 25 69 180 469 41 273 356
Arrive On Green 0.03 0.31 0.31 0.05 0.32 0.32 0.04 0.42 0.42 0.03 0.40 0.40 Sat Flow, veh/h 1767 1380 393 1795 3583 77 1668 430 1119 1640 678 884 Grp Volume(v), veh/h 32 0 487 64 256 268 55 0 54 24 0 136 Grp Sat Flow(s),veh/h/ln 1767 0 1773 1795 1791 1869 1668 0 1549 1640 0 1562 Q Serve(g_s), s 1.6 0.0 23.5 3.2 10.1 10.2 2.9 0.0 1.9 1.3 0.0 5.1 Cycle Q Clear(g_c), s 1.6 0.0 23.5 3.2 10.1 10.2 2.9 0.0 1.9 1.3 0.0 5.1 Prop In Lane 1.00 0.22 1.00 0.04 1.00 0.72 1.00 0.57
Lane Grp Cap(c), veh/h 54 0 549 82 582 607 69 0 650 41 0 630 V/C Ratio(X) 0.59 0.00 0.89 0.78 0.44 0.44 0.79 0.00 0.08 0.58 0.00 0.22 Avail Cap(c_a), veh/h 175 0 778 110 718 750 139 0 650 108 0 630 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.1 0.0 29.6 42.5 23.9 23.9 42.8 0.0 15.7 43.4 0.0 17.6 Incr Delay (d2), s/veh 9.9 0.0 9.0 21.1 0.5 0.5 18.1 0.0 0.3 12.4 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 10.4 1.8 4.1 4.3 1.5 0.0 0.7 0.7 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 0.0 38.6 63.6 24.4 24.4 60.9 0.0 16.0 55.8 0.0 18.4 LnGrp LOS D A D E C C EABEAB
Approach Vol, veh/h 519 588 109 160
Approach Delay, s/veh 39.5 28.7 38.6 24.0
Approach LOS DCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 42.3 8.6 32.4 8.2 40.8 7.3 33.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 21.1 5.5 39.5 7.5 19.5 8.9 36.1 Max Q Clear Time (g_c+I1), s 3.3 3.9 5.2 25.5 4.9 7.1 3.6 12.2 Green Ext Time (p_c), s 0.0 0.2 0.0 2.3 0.0 0.5 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
2667
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 15: Sunnyside Avenue & Nees Avenue Existing WP MIT- AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 269 85 25 367 14 137 72 17 22 159 66 Future Volume (veh/h) 12 269 85 25 367 14 137 72 17 22 159 66 Initial Q (Qb), veh 000000000000
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 1885 1885 1885 1752 1752 1752 1796 1796 1796 Adj Flow Rate, veh/h 13 283 89 26 386 15 144 76 18 23 167 69 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 1 1 1 10 10 10 7 7 7
Cap, veh/h 381 1177 362 500 796 31 221 95 606 65 279 101 Arrive On Green 0.44 0.44 0.44 0.30 0.30 0.30 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 983 2666 820 1017 1802 70 297 232 1485 0 683 248 Grp Volume(v), veh/h 13 187 185 26 0 401 220 0 18 259 0 0 Grp Sat Flow(s),veh/h/ln 983 1777 1709 1017 0 1872 529 0 1485 931 0 0 Q Serve(g_s), s 0.6 3.9 4.1 1.2 0.0 10.6 0.0 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.2 3.9 4.1 5.2 0.0 10.6 24.5 0.0 0.4 24.5 0.0 0.0 Prop In Lane 1.00 0.48 1.00 0.04 0.65 1.00 0.09 0.27
Lane Grp Cap(c), veh/h 381 785 755 500 0 827 315 0 606 445 0 0 V/C Ratio(X) 0.03 0.24 0.25 0.05 0.00 0.48 0.70 0.00 0.03 0.58 0.00 0.00 Avail Cap(c_a), veh/h 381 785 755 500 0 827 315 0 606 445 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.68 0.00 0.68 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.4 10.4 10.5 15.2 0.0 15.5 16.8 0.0 10.6 13.4 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.7 0.8 0.1 0.0 1.4 6.6 0.0 0.0 1.9 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/ln 0.1 1.4 1.4 0.3 0.0 4.3 2.9 0.0 0.1 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.6 11.2 11.3 15.3 0.0 16.9 23.4 0.0 10.7 15.3 0.0 0.0 LnGrp LOS BBBBABCABBAA
Approach Vol, veh/h 385 427 238 259
Approach Delay, s/veh 11.4 16.8 22.4 15.3
Approach LOS B B C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 31.0 29.0 31.0 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 24.5 26.5 24.5
Max Q Clear Time (g_c+I1), s 13.2 26.5 12.6 26.5
Green Ext Time (p_c), s 1.6 0.0 1.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
2668
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Existing WP MIT- AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 303 51 36 287 370 157 92 34 185 141 18 Future Volume (veh/h) 20 303 51 36 287 370 157 92 34 185 141 18 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 21 316 53 38 299 385 164 96 35 193 147 19 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222444
Cap, veh/h 65 948 414 97 533 452 178 616 522 229 575 74 Arrive On Green 0.04 0.27 0.27 0.05 0.28 0.28 0.10 0.33 0.33 0.13 0.36 0.36 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1597 206 Grp Volume(v), veh/h 21 316 53 38 299 385 164 96 35 193 0 166 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1804 Q Serve(g_s), s 1.0 6.4 2.3 1.9 12.2 20.6 8.2 3.3 1.4 9.7 0.0 5.8 Cycle Q Clear(g_c), s 1.0 6.4 2.3 1.9 12.2 20.6 8.2 3.3 1.4 9.7 0.0 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 65 948 414 97 533 452 178 616 522 229 0 649 V/C Ratio(X) 0.32 0.33 0.13 0.39 0.56 0.85 0.92 0.16 0.07 0.84 0.00 0.26 Avail Cap(c_a), veh/h 158 1185 517 158 623 528 178 616 522 448 0 649 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 42.3 26.6 25.0 41.1 27.4 30.4 40.1 21.4 20.7 38.2 0.0 20.3 Incr Delay (d2), s/veh 1.1 0.4 0.3 1.0 1.7 13.0 44.6 0.5 0.2 3.2 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.6 0.9 0.8 5.3 9.0 5.6 1.4 0.5 4.1 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.4 26.9 25.3 42.1 29.1 43.4 84.7 21.9 21.0 41.4 0.0 21.3 LnGrp LOS DCCDCDFCCDAC
Approach Vol, veh/h 390 722 295 359
Approach Delay, s/veh 27.6 37.4 56.7 32.1
Approach LOS C D E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 38.1 7.3 31.6 15.8 35.3 8.9 30.0 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 9.0 23.3 8.0 30.0 23.0 9.3 8.0 30.0 Max Q Clear Time (g_c+I1), s 10.2 7.8 3.0 22.6 11.7 5.3 3.9 8.4 Green Ext Time (p_c), s 0.0 0.6 0.0 3.0 0.2 0.2 0.0 3.5 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
2669
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Existing WP MIT- AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 0 332 0 0 0 0 778 92 14 457 0 Future Volume (veh/h) 152 0 332 0 0 0 0 778 92 14 457 0 Initial Q (Qb), veh 0 0 0 000000
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 1856 0 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 160 0 349 0 819 97 15 481 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, % 3 0 3 011220
Cap, veh/h 291 0 455 0 1620 192 39 2205 0
Arrive On Green 0.16 0.00 0.16 0.00 0.50 0.50 0.02 0.62 0.00 Sat Flow, veh/h 1767 0 2768 0 3311 381 1781 3647 0
Grp Volume(v), veh/h 160 0 349 0 456 460 15 481 0
Grp Sat Flow(s),veh/h/ln1767 0 1384 0 1791 1807 1781 1777 0 Q Serve(g_s), s 5.0 0.0 7.2 0.0 10.2 10.2 0.5 3.6 0.0
Cycle Q Clear(g_c), s 5.0 0.0 7.2 0.0 10.2 10.2 0.5 3.6 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 291 0 455 0 902 910 39 2205 0
V/C Ratio(X) 0.55 0.00 0.77 0.00 0.51 0.51 0.38 0.22 0.00 Avail Cap(c_a), veh/h 321 0 503 0 902 910 181 2205 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.90 0.90 0.00 Uniform Delay (d), s/veh 23.0 0.0 24.0 0.0 9.9 9.9 28.9 5.0 0.0 Incr Delay (d2), s/veh 3.5 0.0 8.1 0.0 2.0 2.0 2.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 2.7 0.0 3.4 3.4 0.2 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.5 0.0 32.1 0.0 11.9 11.9 30.9 5.2 0.0 LnGrp LOS C A C A B B C A A
Approach Vol, veh/h 509 916 496
Approach Delay, s/veh 30.3 11.9 6.0
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.0 37.0 16.0 44.0
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 6.1 24.4 10.9 36.2
Max Q Clear Time (g_c+I1), s2.5 12.2 9.2 5.6
Green Ext Time (p_c), s 0.0 7.6 0.6 5.3
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2670
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 3: Minnewawa Avenue & Behymer Avenue Existing WP MIT - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 73 30 6 88 99 46 205 6 95 190 2 Future Volume (veh/h) 3 73 30 6 88 99 46 205 6 95 190 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 3 83 34 7 100 112 52 233 7 108 216 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 64 212 85 66 138 148 231 996 28 397 760 7
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.68 0.68 0.68 0.68 0.68 0.68 Sat Flow, veh/h 14 1269 507 22 824 885 235 1458 42 464 1112 10 Grp Volume(v), veh/h 120 0 0 219 0 0 292 0 0 326 0 0
Grp Sat Flow(s),veh/h/ln1790 0 0 1730 0 0 1735 0 0 1586 0 0 Q Serve(g_s), s 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.6 0.0 0.0 7.2 0.0 0.0 3.5 0.0 0.0 4.0 0.0 0.0 Prop In Lane 0.02 0.28 0.03 0.51 0.18 0.02 0.33 0.01
Lane Grp Cap(c), veh/h 361 0 0 351 0 0 1255 0 0 1163 0 0 V/C Ratio(X) 0.33 0.00 0.00 0.62 0.00 0.00 0.23 0.00 0.00 0.28 0.00 0.00 Avail Cap(c_a), veh/h 699 0 0 679 0 0 1255 0 0 1163 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) 0.98 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.3 0.0 0.0 23.8 0.0 0.0 3.6 0.0 0.0 3.7 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.8 0.0 0.0 0.4 0.0 0.0 0.6 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/ln1.4 0.0 0.0 2.8 0.0 0.0 0.7 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 0.0 0.0 25.6 0.0 0.0 4.0 0.0 0.0 4.3 0.0 0.0 LnGrp LOS C A A C AAAAAAAA
Approach Vol, veh/h 120 219 292 326
Approach Delay, s/veh 22.8 25.6 4.0 4.3
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 45.5 14.5 45.5 14.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 21.5 29.5 21.5
Max Q Clear Time (g_c+I1), s 5.5 5.6 6.0 9.2
Green Ext Time (p_c), s 1.6 0.5 1.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
2671
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 13: Sunnyside Avenue & Shepherd Avenue Existing WP MIT - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 492 70 50 385 31 80 25 67 19 43 54 Future Volume (veh/h) 84 492 70 50 385 31 80 25 67 19 43 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 89 523 74 53 410 33 85 27 71 20 46 57 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 111000000000
Cap, veh/h 113 805 114 94 1648 132 271 69 183 271 116 143 Arrive On Green 0.06 0.50 0.50 0.05 0.49 0.49 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1795 1615 229 1810 3385 271 1810 463 1218 1810 772 956 Grp Volume(v), veh/h 89 0 597 53 218 225 85 0 98 20 0 103 Grp Sat Flow(s),veh/h/ln 1795 0 1844 1810 1805 1851 1810 0 1681 1810 0 1728 Q Serve(g_s), s 5.9 0.0 28.8 3.4 8.5 8.5 5.0 0.0 6.3 1.1 0.0 6.5 Cycle Q Clear(g_c), s 5.9 0.0 28.8 3.4 8.5 8.5 5.0 0.0 6.3 1.1 0.0 6.5 Prop In Lane 1.00 0.12 1.00 0.15 1.00 0.72 1.00 0.55
Lane Grp Cap(c), veh/h 113 0 919 94 879 901 271 0 252 271 0 259 V/C Ratio(X) 0.79 0.00 0.65 0.57 0.25 0.25 0.31 0.00 0.39 0.07 0.00 0.40 Avail Cap(c_a), veh/h 262 0 919 113 879 901 271 0 252 271 0 259 HCM Platoon Ratio 1.00 1.00 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 0.96 0.96 0.96 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.4 0.0 22.3 55.6 18.0 18.0 45.5 0.0 46.0 43.8 0.0 46.1 Incr Delay (d2), s/veh 11.3 0.0 3.6 5.0 0.6 0.6 3.0 0.0 4.5 0.5 0.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 12.3 1.7 3.6 3.7 2.4 0.0 2.9 0.6 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 0.0 25.9 60.6 18.6 18.6 48.5 0.0 50.5 44.4 0.0 50.6 LnGrp LOS E A C E B B D A D D A D
Approach Vol, veh/h 686 496 183 123
Approach Delay, s/veh 31.2 23.1 49.6 49.6
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 64.3 22.5 22.5 12.1 62.9 22.5 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 7.5 58.5 18.0 18.0 17.5 48.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.4 30.8 7.0 8.5 7.9 10.5 3.1 8.3 Green Ext Time (p_c), s 0.0 3.7 0.1 0.3 0.1 2.6 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 2672
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 15: Sunnyside Avenue & Nees Avenue Existing WP MIT - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 364 74 32 337 15 115 148 35 17 120 40 Future Volume (veh/h) 24 364 74 32 337 15 115 148 35 17 120 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 28 418 85 37 387 17 132 170 40 20 138 46 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 111111000111
Cap, veh/h 213 800 161 254 483 21 446 545 935 120 736 230 Arrive On Green 0.27 0.27 0.27 0.54 0.54 0.54 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 989 2969 599 903 1792 79 621 940 1610 94 1267 396 Grp Volume(v), veh/h 28 251 252 37 0 404 302 0 40 204 0 0 Grp Sat Flow(s),veh/h/ln 989 1791 1777 903 0 1871 1560 0 1610 1758 0 0 Q Serve(g_s), s 1.6 7.1 7.2 1.9 0.0 10.5 2.1 0.0 0.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.1 7.1 7.2 9.1 0.0 10.5 5.3 0.0 0.6 3.2 0.0 0.0 Prop In Lane 1.00 0.34 1.00 0.04 0.44 1.00 0.10 0.23
Lane Grp Cap(c), veh/h 213 483 479 254 0 504 992 0 935 1086 0 0 V/C Ratio(X) 0.13 0.52 0.53 0.15 0.00 0.80 0.30 0.00 0.04 0.19 0.00 0.00 Avail Cap(c_a), veh/h 351 731 726 380 0 764 992 0 935 1086 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.71 0.00 0.71 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.3 18.6 18.7 15.0 0.0 12.5 6.3 0.0 5.4 6.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.9 0.9 0.2 0.0 2.6 0.8 0.0 0.1 0.4 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/ln 0.3 2.6 2.6 0.3 0.0 2.9 1.4 0.0 0.2 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 19.5 19.6 15.2 0.0 15.1 7.1 0.0 5.5 6.3 0.0 0.0 LnGrp LOS C BBBABAAAAAA
Approach Vol, veh/h 531 441 342 204
Approach Delay, s/veh 19.8 15.1 6.9 6.3
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 39.3 20.7 39.3 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 24.5 26.5 24.5
Max Q Clear Time (g_c+I1), s 7.3 14.1 5.2 12.5
Green Ext Time (p_c), s 1.4 2.1 1.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
2673
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Existing WP MIT - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 291 75 47 265 128 163 119 73 110 123 14 Future Volume (veh/h) 23 291 75 47 265 128 163 119 73 110 123 14 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 24 306 79 49 279 135 172 125 77 116 129 15 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, % 111111111111
Cap, veh/h 70 620 276 107 365 309 205 913 773 155 757 88 Arrive On Green 0.04 0.17 0.17 0.06 0.19 0.19 0.11 0.48 0.48 0.09 0.46 0.46 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1597 1795 1658 193 Grp Volume(v), veh/h 24 306 79 49 279 135 172 125 77 116 0 144 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1885 1598 1795 1885 1597 1795 0 1850 Q Serve(g_s), s 1.3 7.7 4.3 2.6 14.0 7.4 9.4 3.7 2.6 6.3 0.0 4.6 Cycle Q Clear(g_c), s 1.3 7.7 4.3 2.6 14.0 7.4 9.4 3.7 2.6 6.3 0.0 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 70 620 276 107 365 309 205 913 773 155 0 844 V/C Ratio(X) 0.34 0.49 0.29 0.46 0.76 0.44 0.84 0.14 0.10 0.75 0.00 0.17 Avail Cap(c_a), veh/h 144 1289 575 162 698 591 341 913 773 180 0 844 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 46.8 37.4 36.0 45.5 38.2 35.5 43.4 14.3 14.0 44.6 0.0 16.0 Incr Delay (d2), s/veh 1.1 1.1 1.0 1.1 6.1 1.8 3.8 0.3 0.3 10.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.4 1.7 1.2 6.7 3.0 4.2 1.5 0.9 3.2 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 38.5 37.0 46.6 44.3 37.3 47.2 14.6 14.2 55.6 0.0 16.5 LnGrp LOS DDDDDDD BBEAB
Approach Vol, veh/h 409 463 374 260
Approach Delay, s/veh 38.8 42.5 29.5 33.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.4 51.3 7.9 25.4 12.6 54.1 9.9 23.3 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 19.0 16.3 8.0 37.0 10.0 25.3 9.0 36.0 Max Q Clear Time (g_c+I1), s 11.4 6.6 3.3 16.0 8.3 5.7 4.6 9.7 Green Ext Time (p_c), s 0.1 0.4 0.0 3.3 0.0 0.7 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
2674
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Existing WP MIT - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 347 0 585 0 0 0 0 871 294 23 538 0 Future Volume (veh/h) 347 0 585 0 0 0 0 871 294 23 538 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 361 0 609 0 907 306 24 560 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 011220
Cap, veh/h 449 0 703 0 1276 429 55 2086 0
Arrive On Green 0.25 0.00 0.25 0.00 0.48 0.48 0.03 0.59 0.00 Sat Flow, veh/h 1781 0 2790 0 2726 885 1781 3647 0
Grp Volume(v), veh/h 361 0 609 0 616 597 24 560 0
Grp Sat Flow(s),veh/h/ln1781 0 1395 0 1791 1726 1781 1777 0 Q Serve(g_s), s 15.2 0.0 16.7 0.0 21.6 21.8 1.1 6.2 0.0 Cycle Q Clear(g_c), s 15.2 0.0 16.7 0.0 21.6 21.8 1.1 6.2 0.0 Prop In Lane 1.00 1.00 0.00 0.51 1.00 0.00
Lane Grp Cap(c), veh/h 449 0 703 0 868 836 55 2086 0
V/C Ratio(X) 0.80 0.00 0.87 0.00 0.71 0.71 0.43 0.27 0.00 Avail Cap(c_a), veh/h 465 0 729 0 868 836 136 2086 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.91 0.91 0.00 Uniform Delay (d), s/veh 28.1 0.0 28.6 0.0 16.2 16.2 38.1 8.1 0.0 Incr Delay (d2), s/veh 11.1 0.0 11.5 0.0 4.9 5.2 1.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.5 0.0 6.4 0.0 8.6 8.4 0.5 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 0.0 40.1 0.0 21.1 21.4 39.9 8.4 0.0 LnGrp LOS D A D A C C D A A
Approach Vol, veh/h 970 1213 584
Approach Delay, s/veh 39.8 21.2 9.7
Approach LOS D C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.2 45.6 26.3 53.7
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 6.1 34.4 20.9 46.2
Max Q Clear Time (g_c+I1), s3.1 23.8 18.7 8.2
Green Ext Time (p_c), s 0.0 8.4 1.4 6.7
Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2675
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 3: Minnewawa Avenue & Behymer Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 126 46 17 167 306 45 256 11 126 250 3 Future Volume (veh/h) 3 126 46 17 167 306 45 256 11 126 250 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1841 1841 1841 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 4 152 55 20 201 369 54 308 13 152 301 4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 33444444222
Cap, veh/h 64 503 178 71 227 395 517 815 34 254 467 6
Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 8 1307 464 24 591 1027 1057 1752 74 374 1003 12 Grp Volume(v), veh/h 211 0 0 590 0 0 54 0 321 457 0 0
Grp Sat Flow(s),veh/h/ln1779 0 0 1642 0 0 1057 0 1826 1389 0 0 Q Serve(g_s), s 0.0 0.0 0.0 7.7 0.0 0.0 0.0 0.0 6.8 10.1 0.0 0.0 Cycle Q Clear(g_c), s 5.0 0.0 0.0 20.7 0.0 0.0 2.6 0.0 6.8 16.9 0.0 0.0 Prop In Lane 0.02 0.26 0.03 0.63 1.00 0.04 0.33 0.01
Lane Grp Cap(c), veh/h 745 0 0 694 0 0 517 0 849 726 0 0 V/C Ratio(X) 0.28 0.00 0.00 0.85 0.00 0.00 0.10 0.00 0.38 0.63 0.00 0.00 Avail Cap(c_a), veh/h 763 0 0 710 0 0 517 0 849 726 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) 0.94 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 0.0 0.0 17.7 0.0 0.0 9.3 0.0 10.4 13.2 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 9.5 0.0 0.0 0.4 0.0 1.3 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/ln1.7 0.0 0.0 8.0 0.0 0.0 0.4 0.0 2.4 4.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 0.0 0.0 27.2 0.0 0.0 9.7 0.0 11.7 17.3 0.0 0.0 LnGrp LOS B A A C AAAABBAA
Approach Vol, veh/h 211 590 375 457
Approach Delay, s/veh 13.1 27.2 11.4 17.3
Approach LOS B C B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 32.4 27.6 32.4 27.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.3 23.7 27.3 23.7
Max Q Clear Time (g_c+I1), s 8.8 7.0 18.9 22.7
Green Ext Time (p_c), s 1.8 1.0 1.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. 2676
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 668 241 148 724 133 191 257 89 205 459 117 Future Volume (veh/h) 84 668 241 148 724 133 191 257 89 205 459 117 Initial Q (Qb), veh 0 00000000000
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 1885 1885 1885 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 786 284 174 852 156 225 302 105 241 540 138 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 1 11333222222
Cap, veh/h 123 948 416 200 921 169 306 977 430 321 1007 449 Arrive On Green 0.07 0.26 0.26 0.11 0.31 0.31 0.17 0.28 0.28 0.18 0.28 0.28 Sat Flow, veh/h 1795 3582 1574 1767 2975 545 1781 3554 1563 1781 3554 1585 Grp Volume(v), veh/h 99 786 284 174 505 503 225 302 105 241 540 138 Grp Sat Flow(s),veh/h/ln1795 1791 1574 1767 1763 1757 1781 1777 1563 1781 1777 1585 Q Serve(g_s), s 6.5 24.8 12.7 11.6 33.2 33.2 14.4 8.1 4.6 15.4 15.4 6.5 Cycle Q Clear(g_c), s 6.5 24.8 12.7 11.6 33.2 33.2 14.4 8.1 4.6 15.4 15.4 6.5 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 948 416 200 546 544 306 977 430 321 1007 449 V/C Ratio(X) 0.81 0.83 0.68 0.87 0.92 0.92 0.73 0.31 0.24 0.75 0.54 0.31 Avail Cap(c_a), veh/h 135 955 420 221 558 557 306 977 430 321 1007 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 41.6 16.9 52.3 40.1 40.1 47.1 34.5 17.9 46.6 36.3 21.0 Incr Delay (d2), s/veh 24.4 6.5 5.1 25.3 21.7 21.7 7.8 0.8 1.3 8.5 2.0 1.8 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/ln3.7 11.3 4.8 6.4 16.9 16.9 6.9 3.5 2.4 7.4 6.8 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.5 48.0 21.9 77.6 61.7 61.8 54.9 35.3 19.3 55.1 38.4 22.7 LnGrp LOS E D C E E E D D B E D C
Approach Vol, veh/h 1169 1182 632 919
Approach Delay, s/veh 44.4 64.1 39.6 40.4
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.6 40.0 12.2 43.2 25.6 39.0 17.6 37.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s19.0 34.0 9.0 38.0 20.0 33.0 15.0 32.0 Max Q Clear Time (g_c+I1), s16.4 17.4 8.5 35.2 17.4 10.1 13.6 26.8 Green Ext Time (p_c), s 0.1 4.8 0.0 1.9 0.1 2.2 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 48.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2677
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 684 134 213 649 113 111 193 132 152 380 201 Future Volume (veh/h) 108 684 134 213 649 113 111 193 132 152 380 201 Initial Q (Qb), veh 0 00000000000
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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 130 824 161 257 782 136 134 233 159 183 458 242 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 33222777555
Cap, veh/h 243 856 377 311 930 415 157 1124 501 588 1429 637 Arrive On Green 0.07 0.24 0.24 0.09 0.26 0.26 0.09 0.33 0.33 0.17 0.41 0.41 Sat Flow, veh/h 3428 3526 1552 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 130 824 161 257 782 136 134 233 159 183 458 242 Grp Sat Flow(s),veh/h/ln1714 1763 1552 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 5.1 32.3 12.3 10.2 29.2 9.7 10.8 6.9 10.9 6.6 12.5 15.3 Cycle Q Clear(g_c), s 5.1 32.3 12.3 10.2 29.2 9.7 10.8 6.9 10.9 6.6 12.5 15.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 243 856 377 311 930 415 157 1124 501 588 1429 637 V/C Ratio(X) 0.53 0.96 0.43 0.83 0.84 0.33 0.85 0.21 0.32 0.31 0.32 0.38 Avail Cap(c_a), veh/h 598 856 377 602 930 415 298 1124 501 588 1429 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 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.8 52.4 44.8 62.6 48.9 41.7 62.6 33.8 35.1 50.5 27.9 28.7 Incr Delay (d2), s/veh 0.7 22.1 1.1 2.2 7.3 0.7 4.9 0.4 1.6 1.4 0.6 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/ln2.2 16.4 4.7 4.5 13.4 3.8 4.8 2.9 4.2 2.9 5.2 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 74.5 45.9 64.8 56.2 42.4 67.5 34.2 36.8 51.8 28.5 30.4 LnGrp LOS E E D E E D E CDDCC
Approach Vol, veh/h 1115 1175 526 883
Approach Delay, s/veh 69.1 56.5 43.5 33.9
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s18.5 63.4 15.5 42.6 30.0 51.8 18.2 40.0 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s12.8 17.3 7.1 31.2 8.6 12.9 12.2 34.3 Green Ext Time (p_c), s 0.1 8.4 0.2 1.7 0.3 3.7 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
2678
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 352 341 67 399 180 153 462 20 70 823 72 Future Volume (veh/h) 41 352 341 67 399 180 153 462 20 70 823 72 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 47 405 392 77 459 207 176 531 23 80 946 83 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22111333222
Cap, veh/h 117 526 445 143 557 465 194 1315 560 143 1220 531 Arrive On Green 0.07 0.28 0.28 0.08 0.30 0.30 0.11 0.37 0.37 0.08 0.34 0.34 Sat Flow, veh/h 1781 1870 1580 1795 1885 1576 1767 3526 1500 1781 3554 1548 Grp Volume(v), veh/h 47 405 392 77 459 207 176 531 23 80 946 83 Grp Sat Flow(s),veh/h/ln1781 1870 1580 1795 1885 1576 1767 1763 1500 1781 1777 1548 Q Serve(g_s), s 2.5 19.9 23.7 4.1 22.7 10.7 9.8 11.1 1.0 4.3 23.8 3.7 Cycle Q Clear(g_c), s 2.5 19.9 23.7 4.1 22.7 10.7 9.8 11.1 1.0 4.3 23.8 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 117 526 445 143 557 465 194 1315 560 143 1220 531 V/C Ratio(X) 0.40 0.77 0.88 0.54 0.82 0.45 0.91 0.40 0.04 0.56 0.78 0.16 Avail Cap(c_a), veh/h 160 574 485 162 579 484 194 1315 560 178 1220 531 HCM Platoon Ratio 1.00 1.00 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 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 33.0 34.3 44.3 32.8 28.6 44.0 23.1 20.0 44.3 29.4 22.8 Incr Delay (d2), s/veh 0.8 6.5 17.0 1.2 9.7 1.0 36.3 0.9 0.1 1.3 4.9 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 9.4 10.6 1.8 11.2 3.9 6.1 4.5 0.3 1.9 10.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 39.5 51.3 45.5 42.6 29.6 80.3 24.0 20.1 45.6 34.3 23.4 LnGrp LOS D DDDDCFCCDCC
Approach Vol, veh/h 844 743 730 1109
Approach Delay, s/veh 45.3 39.2 37.5 34.3
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 39.6 10.6 34.8 12.0 42.6 11.9 33.4 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s11.0 30.7 9.0 30.7 10.0 31.7 9.0 30.7 Max Q Clear Time (g_c+I1), s11.8 25.8 4.5 24.7 6.3 13.1 6.1 25.7 Green Ext Time (p_c), s 0.0 3.2 0.0 2.4 0.0 4.6 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 38.7
HCM 6th LOS D
2679
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 724 Future Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 724 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 383 954 268 163 1143 190 269 330 131 212 441 778 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 33222222111
Cap, veh/h 400 1929 796 219 1672 519 432 1156 430 203 1287 1031 Arrive On Green 0.23 0.76 0.76 0.06 0.33 0.33 0.13 0.32 0.32 0.06 0.25 0.25 Sat Flow, veh/h 3428 5066 1572 3456 5106 1585 3456 3649 1358 3483 5147 2812 Grp Volume(v), veh/h 383 954 268 163 1143 190 269 306 155 212 441 778 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1604 1742 1716 1406 Q Serve(g_s), s 13.2 8.6 1.3 5.6 23.3 8.5 8.9 8.1 8.8 7.0 8.4 17.3 Cycle Q Clear(g_c), s 13.2 8.6 1.3 5.6 23.3 8.5 8.9 8.1 8.8 7.0 8.4 17.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00
Lane Grp Cap(c), veh/h 400 1929 796 219 1672 519 432 1078 508 203 1287 1031 V/C Ratio(X) 0.96 0.49 0.34 0.75 0.68 0.37 0.62 0.28 0.30 1.04 0.34 0.75 Avail Cap(c_a), veh/h 400 1929 796 288 1672 519 432 1078 508 203 1287 1031 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) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 9.9 2.5 55.3 35.0 18.6 49.8 30.8 31.0 56.5 36.9 14.1 Incr Delay (d2), s/veh 31.3 0.8 1.0 4.7 2.3 2.0 2.1 0.7 1.5 75.0 0.7 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.5 2.4 0.9 2.5 9.6 3.3 3.9 3.3 3.5 5.1 3.5 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.0 10.7 3.5 59.9 37.2 20.6 51.9 31.4 32.6 131.5 37.6 19.3 LnGrp LOS E B A E DCDCCFDB
Approach Vol, veh/h 1605 1496 730 1431
Approach Delay, s/veh 25.3 37.6 39.2 41.6
Approach LOS CDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.0 45.3 12.0 43.7 12.6 51.7 20.0 35.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s14.0 39.3 7.0 38.0 10.0 43.3 15.0 30.0 Max Q Clear Time (g_c+I1), s15.2 25.3 9.0 10.8 7.6 10.6 10.9 19.3 Green Ext Time (p_c), s 0.0 6.0 0.0 1.7 0.1 8.3 0.2 5.0 Intersection Summary
HCM 6th Ctrl Delay 35.1
HCM 6th LOS D
2680
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 13: Sunnyside Avenue & Shepherd Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 741 195 67 721 11 110 15 49 24 58 99 Future Volume (veh/h) 63 741 195 67 721 11 110 15 49 24 58 99 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1856 1856 1856 1885 1885 1885 1752 1752 1752 1722 1722 1722 Adj Flow Rate, veh/h 64 756 199 68 736 11 112 15 50 24 59 101 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 10 10 10 12 12 12
Cap, veh/h 82 794 658 88 1541 672 138 106 352 41 414 350 Arrive On Green 0.05 0.43 0.43 0.05 0.43 0.43 0.08 0.30 0.30 0.03 0.24 0.24 Sat Flow, veh/h 1767 1856 1537 1795 3582 1561 1668 355 1182 1640 1722 1458 Grp Volume(v), veh/h 64 756 199 68 736 11 112 0 65 24 59 101 Grp Sat Flow(s),veh/h/ln 1767 1856 1537 1795 1791 1561 1668 0 1537 1640 1722 1458 Q Serve(g_s), s 3.2 35.4 7.7 3.4 13.3 0.4 5.9 0.0 2.8 1.3 2.4 5.1 Cycle Q Clear(g_c), s 3.2 35.4 7.7 3.4 13.3 0.4 5.9 0.0 2.8 1.3 2.4 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 82 794 658 88 1541 672 138 0 458 41 414 350 V/C Ratio(X) 0.78 0.95 0.30 0.78 0.48 0.02 0.81 0.00 0.14 0.58 0.14 0.29 Avail Cap(c_a), veh/h 175 814 674 110 1541 672 139 0 458 108 414 350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 24.8 16.9 42.3 18.4 14.7 40.6 0.0 23.1 43.4 26.9 27.9 Incr Delay (d2), s/veh 14.4 20.5 0.3 23.4 0.2 0.0 28.9 0.0 0.6 12.4 0.7 2.1 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 1.7 17.9 2.5 2.0 5.1 0.1 3.4 0.0 1.0 0.7 1.1 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 45.3 17.2 65.7 18.6 14.7 69.5 0.0 23.8 55.8 27.6 30.0 LnGrp LOS E D BEBBEACECC
Approach Vol, veh/h 1019 815 177 184
Approach Delay, s/veh 40.5 22.5 52.7 32.6
Approach LOS DCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 31.3 8.9 43.0 12.0 26.1 8.7 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 5.9 21.1 5.5 39.5 7.5 19.5 8.9 36.1 Max Q Clear Time (g_c+I1), s 3.3 4.8 5.4 37.4 7.9 7.1 5.2 15.3 Green Ext Time (p_c), s 0.0 0.2 0.0 1.1 0.0 0.4 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
2681
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 15: Sunnyside Avenue & Nees Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 281 85 25 373 14 137 88 17 22 211 80 Future Volume (veh/h) 17 281 85 25 373 14 137 88 17 22 211 80 Initial Q (Qb), veh 000000000000
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 1885 1885 1885 1752 1752 1752 1796 1796 1796 Adj Flow Rate, veh/h 18 296 89 26 393 15 144 93 18 23 222 84 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 1 1 1 10 10 10 7 7 7
Cap, veh/h 338 1146 338 474 767 29 211 112 631 64 297 102 Arrive On Green 0.43 0.43 0.43 0.14 0.14 0.14 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 977 2696 794 1005 1804 69 270 263 1485 0 699 240 Grp Volume(v), veh/h 18 193 192 26 0 408 237 0 18 329 0 0 Grp Sat Flow(s),veh/h/ln 977 1777 1714 1005 0 1873 533 0 1485 938 0 0 Q Serve(g_s), s 0.9 4.2 4.4 1.4 0.0 12.1 0.0 0.0 0.4 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.0 4.2 4.4 5.7 0.0 12.1 25.5 0.0 0.4 25.5 0.0 0.0 Prop In Lane 1.00 0.46 1.00 0.04 0.61 1.00 0.07 0.26
Lane Grp Cap(c), veh/h 338 755 728 474 0 796 323 0 631 463 0 0 V/C Ratio(X) 0.05 0.26 0.26 0.05 0.00 0.51 0.73 0.00 0.03 0.71 0.00 0.00 Avail Cap(c_a), veh/h 338 755 728 474 0 796 323 0 631 463 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.67 0.00 0.67 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.4 11.1 11.2 19.2 0.0 20.0 16.4 0.0 10.0 13.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.8 0.9 0.1 0.0 1.6 8.4 0.0 0.0 5.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.5 1.5 0.3 0.0 5.8 3.2 0.0 0.1 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 11.9 12.1 19.4 0.0 21.6 24.8 0.0 10.1 18.4 0.0 0.0 LnGrp LOS BBBBACCABBAA
Approach Vol, veh/h 403 434 255 329
Approach Delay, s/veh 12.3 21.5 23.7 18.4
Approach LOS B C C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 15.0 27.5 14.1 27.5
Green Ext Time (p_c), s 1.5 0.0 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
2682
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 574 140 37 447 370 208 97 38 185 142 27 Future Volume (veh/h) 32 574 140 37 447 370 208 97 38 185 142 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 33 598 146 39 466 385 217 101 40 193 148 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222444
Cap, veh/h 89 1034 451 99 554 470 178 569 482 229 504 95 Arrive On Green 0.05 0.29 0.29 0.06 0.30 0.30 0.10 0.30 0.30 0.13 0.33 0.33 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1505 285 Grp Volume(v), veh/h 33 598 146 39 466 385 217 101 40 193 0 176 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1789 Q Serve(g_s), s 1.6 12.9 6.6 1.9 21.0 20.3 9.0 3.6 1.6 9.7 0.0 6.5 Cycle Q Clear(g_c), s 1.6 12.9 6.6 1.9 21.0 20.3 9.0 3.6 1.6 9.7 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 89 1034 451 99 554 470 178 569 482 229 0 599 V/C Ratio(X) 0.37 0.58 0.32 0.40 0.84 0.82 1.22 0.18 0.08 0.84 0.00 0.29 Avail Cap(c_a), veh/h 158 1185 517 158 623 528 178 569 482 448 0 599 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 41.4 27.2 25.0 41.1 29.7 29.4 40.5 23.0 22.4 38.2 0.0 22.1 Incr Delay (d2), s/veh 1.0 1.0 0.8 1.0 10.5 10.4 138.3 0.7 0.3 3.2 0.0 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/ln 0.7 5.3 2.4 0.8 10.2 8.6 10.6 1.6 0.6 4.1 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 28.2 25.7 42.0 40.1 39.9 178.8 23.7 22.7 41.4 0.0 23.3 LnGrp LOS DCCDDDFCCDAC
Approach Vol, veh/h 777 890 358 369
Approach Delay, s/veh 28.3 40.1 117.6 32.8
Approach LOS C D F C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 35.8 8.5 32.7 15.8 33.1 9.0 32.2 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 9.0 23.3 8.0 30.0 23.0 9.3 8.0 30.0 Max Q Clear Time (g_c+I1), s 11.0 8.5 3.6 23.0 11.7 5.6 3.9 14.9 Green Ext Time (p_c), s 0.0 0.7 0.0 3.7 0.2 0.2 0.0 6.1 Intersection Summary
HCM 6th Ctrl Delay 46.7
HCM 6th LOS D
2683
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Near Term WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 0 338 0 0 0 0 807 96 14 479 0 Future Volume (veh/h) 159 0 338 0 0 0 0 807 96 14 479 0 Initial Q (Qb), veh 0 0 0 000000
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 1856 0 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 167 0 356 0 849 101 15 504 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, % 3 0 3 011220
Cap, veh/h 294 0 460 0 1613 192 39 2199 0
Arrive On Green 0.17 0.00 0.17 0.00 0.50 0.50 0.02 0.62 0.00 Sat Flow, veh/h 1767 0 2768 0 3309 382 1781 3647 0
Grp Volume(v), veh/h 167 0 356 0 473 477 15 504 0
Grp Sat Flow(s),veh/h/ln1767 0 1384 0 1791 1807 1781 1777 0 Q Serve(g_s), s 5.2 0.0 7.4 0.0 10.7 10.7 0.5 3.8 0.0
Cycle Q Clear(g_c), s 5.2 0.0 7.4 0.0 10.7 10.7 0.5 3.8 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 294 0 460 0 898 906 39 2199 0
V/C Ratio(X) 0.57 0.00 0.77 0.00 0.53 0.53 0.38 0.23 0.00 Avail Cap(c_a), veh/h 321 0 503 0 898 906 181 2199 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 23.0 0.0 23.9 0.0 10.1 10.1 28.9 5.1 0.0 Incr Delay (d2), s/veh 3.8 0.0 8.5 0.0 2.2 2.2 2.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.0 2.7 0.0 3.6 3.6 0.2 0.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.9 0.0 32.4 0.0 12.3 12.3 30.9 5.3 0.0 LnGrp LOS C A C A B B C A A
Approach Vol, veh/h 523 950 519
Approach Delay, s/veh 30.6 12.3 6.0
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.0 36.9 16.1 43.9
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 6.1 24.4 10.9 36.2
Max Q Clear Time (g_c+I1), s2.5 12.7 9.4 5.8
Green Ext Time (p_c), s 0.0 7.6 0.6 5.6
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2684
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 419 286 311 645 254 390 916 321 263 1334 211 Future Volume (veh/h) 112 419 286 311 645 254 390 916 321 263 1334 211 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 122 455 311 338 701 276 424 996 349 286 1450 229 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22333333111
Cap, veh/h 272 748 334 384 859 383 442 2071 818 335 1936 591 Arrive On Green 0.08 0.21 0.21 0.11 0.24 0.24 0.13 0.41 0.41 0.10 0.38 0.38 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1570 Grp Volume(v), veh/h 122 455 311 338 701 276 424 996 349 286 1450 229 Grp Sat Flow(s),veh/h/ln1728 1777 1585 1714 1763 1571 1714 1689 1571 1742 1716 1570 Q Serve(g_s), s 4.9 16.8 20.3 14.1 27.2 17.7 17.8 21.0 5.8 11.7 35.5 11.4 Cycle Q Clear(g_c), s 4.9 16.8 20.3 14.1 27.2 17.7 17.8 21.0 5.8 11.7 35.5 11.4 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 272 748 334 384 859 383 442 2071 818 335 1936 591 V/C Ratio(X) 0.45 0.61 0.93 0.88 0.82 0.72 0.96 0.48 0.43 0.85 0.75 0.39 Avail Cap(c_a), veh/h 462 1073 479 430 1065 474 442 2071 818 449 1936 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 0.83 0.83 0.83 Uniform Delay (d), s/veh 63.8 51.8 29.7 63.4 51.8 29.0 62.8 31.5 7.8 64.5 39.3 17.9 Incr Delay (d2), s/veh 0.4 1.9 26.2 16.1 4.6 4.8 32.1 0.8 1.6 7.7 2.3 1.6 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/ln2.5 9.4 22.1 7.7 14.7 18.0 10.5 13.5 16.4 6.1 19.9 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 53.7 55.9 79.5 56.3 33.8 94.9 32.3 9.4 72.2 41.5 19.5 LnGrp LOS E D E E E C F C A E D B
Approach Vol, veh/h 888 1315 1769 1965
Approach Delay, s/veh 55.9 57.5 42.8 43.4
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 60.2 18.2 41.5 20.3 65.0 23.0 36.7 Change Period (Y+Rc), s 6.3 5.7 6.8 * 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s18.7 39.3 19.4 * 44 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s19.8 37.5 6.9 29.2 13.7 23.0 16.1 22.3 Green Ext Time (p_c), s 0.0 1.7 0.1 6.1 0.2 12.3 0.2 8.0 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2685
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 133 96 43 526 380 115 269 12 166 589 8 Future Volume (veh/h) 3 133 96 43 526 380 115 269 12 166 589 8 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1841 1841 1841 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 3 145 104 47 572 413 125 292 13 180 640 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33444444222
Cap, veh/h 94 354 254 331 649 550 110 732 33 207 869 12 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.06 0.42 0.42 0.12 0.47 0.47 Sat Flow, veh/h 567 1005 721 1113 1841 1560 1753 1747 78 1781 1839 26 Grp Volume(v), veh/h 3 0 249 47 572 413 125 0 305 180 0 649 Grp Sat Flow(s),veh/h/ln 567 0 1726 1113 1841 1560 1753 0 1825 1781 0 1865 Q Serve(g_s), s 0.6 0.0 13.1 4.0 35.0 28.0 7.5 0.0 14.0 11.9 0.0 33.8 Cycle Q Clear(g_c), s 35.6 0.0 13.1 17.1 35.0 28.0 7.5 0.0 14.0 11.9 0.0 33.8 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.04 1.00 0.01
Lane Grp Cap(c), veh/h 94 0 608 331 649 550 110 0 764 207 0 882 V/C Ratio(X) 0.03 0.00 0.41 0.14 0.88 0.75 1.14 0.00 0.40 0.87 0.00 0.74 Avail Cap(c_a), veh/h 176 0 856 490 913 773 110 0 764 230 0 882 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.00 0.96 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.3 0.0 29.4 35.9 36.5 34.2 56.3 0.0 24.3 52.1 0.0 25.6 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.2 7.5 2.6 128.8 0.0 1.6 26.2 0.0 5.4 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/ln0.1 0.0 8.4 1.6 20.4 23.1 7.6 0.0 10.5 7.5 0.0 22.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.4 0.0 29.8 36.1 44.0 36.8 185.1 0.0 25.9 78.4 0.0 31.0 LnGrp LOS D A CDDDFACEAC
Approach Vol, veh/h 252 1032 430 829
Approach Delay, s/veh 30.1 40.8 72.2 41.3
Approach LOS C D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.5 54.8 46.8 12.0 61.2 46.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s15.5 31.5 59.5 7.5 39.5 59.5 Max Q Clear Time (g_c+I1), s13.9 16.0 37.6 9.5 35.8 37.0 Green Ext Time (p_c), s 0.1 1.4 1.4 0.0 1.4 5.2
Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
2686
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 699 364 152 754 140 218 310 92 331 892 123 Future Volume (veh/h) 88 699 364 152 754 140 218 310 92 331 892 123 Initial Q (Qb), veh 0 00000000000
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 1885 1885 1885 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 760 396 165 820 152 237 337 100 360 970 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11333222222
Cap, veh/h 111 927 661 188 900 167 283 784 345 492 1201 536 Arrive On Green 0.06 0.26 0.26 0.11 0.30 0.30 0.16 0.22 0.22 0.28 0.34 0.34 Sat Flow, veh/h 1795 3582 1573 1767 2969 550 1781 3554 1563 1781 3554 1585 Grp Volume(v), veh/h 96 760 396 165 487 485 237 337 100 360 970 134 Grp Sat Flow(s),veh/h/ln1795 1791 1573 1767 1763 1756 1781 1777 1563 1781 1777 1585 Q Serve(g_s), s 7.7 28.9 6.5 13.3 38.5 38.5 18.7 11.8 6.0 26.6 36.0 7.1 Cycle Q Clear(g_c), s 7.7 28.9 6.5 13.3 38.5 38.5 18.7 11.8 6.0 26.6 36.0 7.1 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 111 927 661 188 535 533 283 784 345 492 1201 536 V/C Ratio(X) 0.86 0.82 0.60 0.88 0.91 0.91 0.84 0.43 0.29 0.73 0.81 0.25 Avail Cap(c_a), veh/h 111 927 661 280 559 557 283 784 345 492 1201 536 HCM Platoon Ratio 1.00 1.00 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 67.4 50.5 15.6 63.8 48.6 48.6 59.2 48.6 28.2 47.6 43.7 22.3 Incr Delay (d2), s/veh 43.9 6.2 1.9 13.4 19.3 19.4 18.5 1.7 2.1 4.9 5.9 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/ln5.2 16.1 18.4 7.3 22.5 22.4 11.0 7.0 6.7 15.2 20.5 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 111.3 56.8 17.5 77.2 67.9 68.0 77.6 50.4 30.4 52.5 49.6 23.5 LnGrp LOS F EBEEEE DCDDC
Approach Vol, veh/h 1252 1137 674 1464
Approach Delay, s/veh 48.5 69.3 57.0 47.9
Approach LOS D E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 55.0 13.0 50.0 44.0 38.0 19.4 43.5 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s21.0 49.0 9.0 46.0 38.0 32.0 23.0 32.0 Max Q Clear Time (g_c+I1), s20.7 38.0 9.7 40.5 28.6 13.8 15.3 30.9 Green Ext Time (p_c), s 0.0 6.3 0.0 3.4 0.4 2.3 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 54.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2687
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 716 210 317 675 166 117 197 173 159 597 286 Future Volume (veh/h) 110 716 210 317 675 166 117 197 173 159 597 286 Initial Q (Qb), veh 0 00000000000
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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 120 778 228 345 734 180 127 214 188 173 649 311 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 33222777555
Cap, veh/h 243 841 370 399 1007 449 150 1052 469 588 1370 610 Arrive On Green 0.07 0.24 0.24 0.12 0.28 0.28 0.09 0.31 0.31 0.17 0.39 0.39 Sat Flow, veh/h 3428 3526 1552 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 120 778 228 345 734 180 127 214 188 173 649 311 Grp Sat Flow(s),veh/h/ln1714 1763 1552 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 4.7 30.2 18.4 13.7 26.1 12.9 10.2 6.5 13.6 6.2 19.5 21.3 Cycle Q Clear(g_c), s 4.7 30.2 18.4 13.7 26.1 12.9 10.2 6.5 13.6 6.2 19.5 21.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 243 841 370 399 1007 449 150 1052 469 588 1370 610 V/C Ratio(X) 0.49 0.93 0.62 0.86 0.73 0.40 0.85 0.20 0.40 0.29 0.47 0.51 Avail Cap(c_a), veh/h 598 856 377 602 1007 449 298 1052 469 588 1370 610 HCM Platoon Ratio 1.00 1.00 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 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.6 52.1 47.6 60.8 45.3 40.6 62.9 35.7 38.2 50.3 31.5 32.1 Incr Delay (d2), s/veh 0.6 15.8 3.5 5.7 3.0 0.9 4.9 0.4 2.5 1.3 1.2 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 17.0 16.0 7.0 14.7 12.1 5.1 4.2 12.7 3.5 12.8 19.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 67.8 51.1 66.5 48.3 41.4 67.8 36.2 40.7 51.6 32.7 35.1 LnGrp LOS E E D E D D E DDDCD
Approach Vol, veh/h 1126 1259 529 1133
Approach Delay, s/veh 64.0 52.3 45.4 36.3
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.9 61.0 15.5 45.7 30.0 48.8 21.8 39.4 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s12.2 23.3 6.7 28.1 8.2 15.6 15.7 32.2 Green Ext Time (p_c), s 0.1 7.8 0.2 3.2 0.2 3.5 0.4 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.1
HCM 6th LOS D
2688
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 400 358 69 471 233 161 467 21 115 852 136 Future Volume (veh/h) 71 400 358 69 471 233 161 467 21 115 852 136 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 77 435 389 75 512 253 175 508 23 125 926 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22111333222
Cap, veh/h 141 554 468 141 557 466 194 1240 527 155 1169 509 Arrive On Green 0.08 0.30 0.30 0.08 0.30 0.30 0.11 0.35 0.35 0.09 0.33 0.33 Sat Flow, veh/h 1781 1870 1580 1795 1885 1576 1767 3526 1498 1781 3554 1548 Grp Volume(v), veh/h 77 435 389 75 512 253 175 508 23 125 926 148 Grp Sat Flow(s),veh/h/ln1781 1870 1580 1795 1885 1576 1767 1763 1498 1781 1777 1548 Q Serve(g_s), s 4.2 21.3 23.0 4.0 26.3 13.5 9.8 10.9 1.0 6.9 23.6 7.1 Cycle Q Clear(g_c), s 4.2 21.3 23.0 4.0 26.3 13.5 9.8 10.9 1.0 6.9 23.6 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 141 554 468 141 557 466 194 1240 527 155 1169 509 V/C Ratio(X) 0.54 0.79 0.83 0.53 0.92 0.54 0.90 0.41 0.04 0.80 0.79 0.29 Avail Cap(c_a), veh/h 160 574 485 162 579 484 194 1240 527 178 1169 509 HCM Platoon Ratio 1.00 1.00 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 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.3 32.3 32.9 44.3 34.1 29.6 44.0 24.5 21.3 44.8 30.4 24.9 Incr Delay (d2), s/veh 1.2 7.5 12.0 1.1 20.0 1.6 34.9 0.9 0.1 17.9 5.5 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 13.2 20.0 2.1 17.3 12.2 6.7 7.2 1.1 4.2 13.7 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 39.7 44.9 45.4 54.0 31.2 78.9 25.5 21.5 62.7 36.0 26.3 LnGrp LOS D DDDDCECCEDC
Approach Vol, veh/h 901 840 706 1199
Approach Delay, s/veh 42.4 46.4 38.6 37.6
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 38.2 11.9 34.9 12.7 40.5 11.9 34.9 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s11.0 30.7 9.0 30.7 10.0 31.7 9.0 30.7 Max Q Clear Time (g_c+I1), s11.8 25.6 6.2 28.3 8.9 12.9 6.0 25.0 Green Ext Time (p_c), s 0.0 3.4 0.0 1.3 0.0 4.4 0.0 2.8 Intersection Summary
HCM 6th Ctrl Delay 41.0
HCM 6th LOS D
2689
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 292 193 46 419 109 279 523 91 162 1164 63 Future Volume (veh/h) 16 292 193 46 419 109 279 523 91 162 1164 63 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1870 1870 1870 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 17 317 210 50 455 118 303 568 99 176 1265 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 55222333111
Cap, veh/h 62 366 309 172 488 414 297 1301 226 204 1312 70 Arrive On Green 0.04 0.20 0.20 0.10 0.26 0.26 0.17 0.43 0.43 0.11 0.38 0.38 Sat Flow, veh/h 1739 1826 1545 1781 1870 1585 1767 2992 520 1795 3452 185 Grp Volume(v), veh/h 17 317 210 50 455 118 303 334 333 176 655 678 Grp Sat Flow(s),veh/h/ln1739 1826 1545 1781 1870 1585 1767 1763 1749 1795 1791 1847 Q Serve(g_s), s 1.2 21.0 10.9 3.3 29.7 5.5 21.0 16.5 16.6 12.0 44.7 44.9 Cycle Q Clear(g_c), s 1.2 21.0 10.9 3.3 29.7 5.5 21.0 16.5 16.6 12.0 44.7 44.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 0.10
Lane Grp Cap(c), veh/h 62 366 309 172 488 414 297 766 760 204 681 702 V/C Ratio(X) 0.27 0.87 0.68 0.29 0.93 0.29 1.02 0.44 0.44 0.86 0.96 0.97 Avail Cap(c_a), veh/h 223 574 486 172 513 435 297 766 760 345 681 702 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 Uniform Delay (d), s/veh 58.7 48.4 22.2 52.5 45.1 20.3 52.0 24.6 24.7 54.5 37.9 37.9 Incr Delay (d2), s/veh 0.9 6.8 1.8 0.3 23.6 0.4 57.6 1.8 1.8 3.5 20.2 20.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 11.7 11.5 1.8 19.0 6.4 15.1 12.0 11.9 6.3 26.5 27.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 55.2 24.0 52.8 68.7 20.7 109.6 26.4 26.5 57.9 58.0 58.2 LnGrp LOS E E C D E C F C C E E E
Approach Vol, veh/h 544 623 970 1509
Approach Delay, s/veh 43.3 58.3 52.4 58.1
Approach LOS D E D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 53.2 8.5 38.3 18.2 60.0 16.1 30.7 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 16.0 34.3 24.0 31.3 11.0 39.3 Max Q Clear Time (g_c+I1), s23.0 46.9 3.2 31.7 14.0 18.6 5.3 23.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.9 0.2 3.7 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 54.4
HCM 6th LOS D
2690
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 752 Future Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 752 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 441 1006 391 211 1196 200 409 488 170 222 515 809 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 33222222111
Cap, veh/h 546 1952 839 264 1504 467 513 1100 369 276 1148 1075 Arrive On Green 0.16 0.39 0.39 0.08 0.29 0.29 0.15 0.29 0.29 0.08 0.22 0.22 Sat Flow, veh/h 3428 5066 1572 3456 5106 1585 3456 3763 1263 3483 5147 2812 Grp Volume(v), veh/h 441 1006 391 211 1196 200 409 440 218 222 515 809 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1622 1742 1716 1406 Q Serve(g_s), s 16.1 19.8 4.9 7.8 28.0 13.2 14.9 13.6 14.3 8.1 11.2 11.7 Cycle Q Clear(g_c), s 16.1 19.8 4.9 7.8 28.0 13.2 14.9 13.6 14.3 8.1 11.2 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 1.00
Lane Grp Cap(c), veh/h 546 1952 839 264 1504 467 513 995 474 276 1148 1075 V/C Ratio(X) 0.81 0.52 0.47 0.80 0.80 0.43 0.80 0.44 0.46 0.81 0.45 0.75 Avail Cap(c_a), veh/h 546 1952 839 346 1504 467 611 995 474 375 1148 1075 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 30.6 7.3 59.1 42.2 37.0 53.5 37.4 37.6 58.9 43.6 34.8 Incr Delay (d2), s/veh 6.9 0.8 1.6 7.2 4.4 2.9 5.1 1.4 3.2 6.3 1.3 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.5 12.2 16.1 4.1 15.0 12.7 7.7 8.1 8.3 4.2 6.3 18.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.7 31.5 8.9 66.3 46.7 39.9 58.6 38.8 40.8 65.2 44.9 39.7 LnGrp LOS E C A E D D E D D E D D
Approach Vol, veh/h 1838 1607 1067 1546
Approach Delay, s/veh 33.4 48.4 46.8 45.1
Approach LOS CDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.7 44.3 15.3 43.7 14.9 56.1 24.3 34.7 Change Period (Y+Rc), s 6.0 * 6 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s18.0 * 38 14.0 38.0 13.0 43.3 23.0 29.0 Max Q Clear Time (g_c+I1), s18.1 30.0 10.1 16.3 9.8 21.8 16.9 13.7 Green Ext Time (p_c), s 0.0 4.5 0.1 2.4 0.1 8.3 0.5 6.7 Intersection Summary
HCM 6th Ctrl Delay 42.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2691
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 774 204 69 750 99 115 86 51 332 441 479 Future Volume (veh/h) 222 774 204 69 750 99 115 86 51 332 441 479 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1856 1856 1856 1885 1885 1885 1752 1752 1752 1722 1722 1722 Adj Flow Rate, veh/h 227 790 208 70 765 101 117 88 52 339 450 489 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 10 10 10 12 12 12
Cap, veh/h 297 973 423 92 861 378 146 310 183 421 595 504 Arrive On Green 0.09 0.28 0.28 0.05 0.24 0.24 0.09 0.30 0.30 0.13 0.35 0.35 Sat Flow, veh/h 3428 3526 1534 1795 3582 1574 1668 1032 610 3182 1722 1458 Grp Volume(v), veh/h 227 790 208 70 765 101 117 0 140 339 450 489 Grp Sat Flow(s),veh/h/ln 1714 1763 1534 1795 1791 1574 1668 0 1641 1591 1722 1458 Q Serve(g_s), s 4.9 15.7 8.5 2.9 15.5 3.9 5.2 0.0 4.9 7.8 17.4 24.8 Cycle Q Clear(g_c), s 4.9 15.7 8.5 2.9 15.5 3.9 5.2 0.0 4.9 7.8 17.4 24.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 297 973 423 92 861 378 146 0 494 421 595 504 V/C Ratio(X) 0.76 0.81 0.49 0.76 0.89 0.27 0.80 0.00 0.28 0.81 0.76 0.97 Avail Cap(c_a), veh/h 297 973 423 120 884 388 167 0 494 462 595 504 HCM Platoon Ratio 1.00 1.00 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 1.00 1.00 Uniform Delay (d), s/veh 33.5 25.3 22.7 35.1 27.5 23.1 33.6 0.0 20.0 31.6 21.7 24.2 Incr Delay (d2), s/veh 11.2 5.3 0.9 18.7 10.8 0.4 21.6 0.0 1.4 9.3 8.7 33.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 8.9 7.6 1.9 9.3 3.7 3.3 0.0 3.1 4.1 10.8 21.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 30.7 23.6 53.8 38.3 23.5 55.2 0.0 21.5 41.0 30.4 57.5 LnGrp LOS DCCDDCEACDCE
Approach Vol, veh/h 1225 936 257 1278
Approach Delay, s/veh 32.1 37.9 36.8 43.6
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.4 27.1 8.3 25.2 11.0 30.4 11.0 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 10.9 21.1 5.0 20.0 7.5 24.5 6.5 18.5 Max Q Clear Time (g_c+I1), s 9.8 6.9 4.9 17.7 7.2 26.8 6.9 17.5 Green Ext Time (p_c), s 0.2 0.5 0.0 1.3 0.0 0.0 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 37.8
HCM 6th LOS D
2692
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 328 162 52 462 19 152 92 20 43 405 95 Future Volume (veh/h) 18 328 162 52 462 19 152 92 20 43 405 95 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1752 1752 1752 1796 1796 1796 Adj Flow Rate, veh/h 19 345 171 55 486 20 160 97 21 45 426 100 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 1 1 1 10 10 10 7 7 7
Cap, veh/h 229 804 390 326 627 26 197 503 109 113 434 102 Arrive On Green 0.35 0.35 0.35 0.46 0.46 0.46 0.12 0.36 0.36 0.07 0.31 0.31 Sat Flow, veh/h 892 2306 1120 891 1798 74 1668 1395 302 1711 1407 330 Grp Volume(v), veh/h 19 264 252 55 0 506 160 0 118 45 0 526 Grp Sat Flow(s),veh/h/ln 892 1777 1648 891 0 1871 1668 0 1697 1711 0 1737 Q Serve(g_s), s 1.1 6.8 7.0 2.8 0.0 13.6 5.6 0.0 2.9 1.5 0.0 18.0 Cycle Q Clear(g_c), s 14.7 6.8 7.0 9.8 0.0 13.6 5.6 0.0 2.9 1.5 0.0 18.0 Prop In Lane 1.00 0.68 1.00 0.04 1.00 0.18 1.00 0.19
Lane Grp Cap(c), veh/h 229 619 575 326 0 652 197 0 612 113 0 536 V/C Ratio(X) 0.08 0.43 0.44 0.17 0.00 0.78 0.81 0.00 0.19 0.40 0.00 0.98 Avail Cap(c_a), veh/h 229 619 575 326 0 652 209 0 612 214 0 536 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.72 0.00 0.72 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.6 15.0 15.0 15.8 0.0 14.1 25.8 0.0 13.2 26.9 0.0 20.6 Incr Delay (d2), s/veh 0.7 2.1 2.4 0.8 0.0 6.5 20.3 0.0 0.7 2.3 0.0 34.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.8 4.6 1.0 0.0 9.6 3.8 0.0 2.1 0.8 0.0 13.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 17.1 17.4 16.6 0.0 20.6 46.1 0.0 13.9 29.1 0.0 55.3 LnGrp LOS C BBBACDABCAE
Approach Vol, veh/h 535 561 278 571
Approach Delay, s/veh 17.5 20.2 32.4 53.3
Approach LOS B C C D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.4 11.6 23.0 25.4 8.5 26.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 7.5 18.5 20.5 7.5 18.5 Max Q Clear Time (g_c+I1), s 16.7 7.6 20.0 15.6 3.5 4.9 Green Ext Time (p_c), s 1.1 0.0 0.0 1.4 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C
2693
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 703 282 75 469 386 217 100 40 342 534 32 Future Volume (veh/h) 53 703 282 75 469 386 217 100 40 342 534 32 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 55 732 294 78 489 402 226 104 42 356 556 33 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222444
Cap, veh/h 112 999 436 126 541 458 214 431 366 387 570 34 Arrive On Green 0.06 0.28 0.28 0.07 0.29 0.29 0.12 0.23 0.23 0.22 0.33 0.33 Sat Flow, veh/h 1781 3554 1551 1781 1870 1585 1781 1870 1585 1753 1720 102 Grp Volume(v), veh/h 55 732 294 78 489 402 226 104 42 356 0 589 Grp Sat Flow(s),veh/h/ln1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 3.0 18.7 16.8 4.3 25.2 24.2 12.0 4.5 2.1 19.9 0.0 31.9 Cycle Q Clear(g_c), s 3.0 18.7 16.8 4.3 25.2 24.2 12.0 4.5 2.1 19.9 0.0 31.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 112 999 436 126 541 458 214 431 366 387 0 604 V/C Ratio(X) 0.49 0.73 0.67 0.62 0.90 0.88 1.06 0.24 0.11 0.92 0.00 0.98 Avail Cap(c_a), veh/h 143 1066 465 143 561 476 214 431 366 438 0 604 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.3 32.6 31.9 45.1 34.2 33.8 44.0 31.3 30.4 38.1 0.0 33.0 Incr Delay (d2), s/veh 1.3 3.0 4.6 3.8 18.6 17.4 77.5 1.3 0.6 21.9 0.0 31.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 10.6 14.6 2.3 16.4 21.3 10.5 3.0 2.1 12.2 0.0 21.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 35.6 36.5 48.9 52.8 51.2 121.5 32.7 31.0 60.1 0.0 64.2 LnGrp LOS D DDDDDFCCEAE
Approach Vol, veh/h 1081 969 372 945
Approach Delay, s/veh 36.4 51.8 86.4 62.7
Approach LOS D D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.0 38.8 10.3 34.9 26.1 28.8 11.1 34.1 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), s12.0 30.3 8.0 30.0 25.0 17.3 8.0 30.0 Max Q Clear Time (g_c+I1), s14.0 33.9 5.0 27.2 21.9 6.5 6.3 20.7 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 0.2 0.4 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 53.7
HCM 6th LOS D
2694
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 19: Fowler Avenue & Teague Avenue Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 10 20 30 8 43 7 211 19 135 778 54 Future Volume (veh/h) 26 10 20 30 8 43 7 211 19 135 778 54 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1856 1856 1856 1885 1885 1885 Adj Flow Rate, veh/h 28 11 22 33 9 47 8 229 21 147 846 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 00000333111
Cap, veh/h 141 42 54 126 25 76 486 1274 117 987 1435 1216 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 1.00 1.00 1.00 0.76 0.76 0.76 Sat Flow, veh/h 603 478 610 488 279 858 646 1674 154 1139 1885 1598 Grp Volume(v), veh/h 61 0 0 89 0 0 8 0 250 147 846 59
Grp Sat Flow(s),veh/h/ln1691 0 0 1625 0 0 646 0 1828 1139 1885 1598 Q Serve(g_s), s 0.0 0.0 0.0 1.1 0.0 0.0 0.2 0.0 0.0 2.1 11.7 0.5 Cycle Q Clear(g_c), s 1.9 0.0 0.0 3.0 0.0 0.0 11.9 0.0 0.0 2.1 11.7 0.5 Prop In Lane 0.46 0.36 0.37 0.53 1.00 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 238 0 0 227 0 0 486 0 1391 987 1435 1216 V/C Ratio(X) 0.26 0.00 0.00 0.39 0.00 0.00 0.02 0.00 0.18 0.15 0.59 0.05 Avail Cap(c_a), veh/h 558 0 0 550 0 0 486 0 1391 987 1435 1216 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.99 0.00 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 0.0 26.2 0.0 0.0 1.5 0.0 0.0 2.0 3.1 1.8 Incr Delay (d2), s/veh 0.6 0.0 0.0 1.1 0.0 0.0 0.1 0.0 0.3 0.3 1.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 0.0 0.0 1.6 0.0 0.0 0.1 0.0 4.3 2.5 14.8 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 0.0 0.0 27.4 0.0 0.0 1.6 0.0 0.3 2.3 4.9 1.9 LnGrp LOS C A A C AAAAAAAA
Approach Vol, veh/h 61 89 258 1052
Approach Delay, s/veh 26.4 27.4 0.3 4.4
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.2 9.8 50.2 9.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 13.9 3.9 13.7 5.0
Green Ext Time (p_c), s 1.2 0.2 6.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
2695
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 0 384 0 0 0 0 847 101 15 584 0 Future Volume (veh/h) 161 0 384 0 0 0 0 847 101 15 584 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 113 0 464 0 892 106 16 615 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, % 3 3 3 011220
Cap, veh/h 315 0 561 0 1572 187 42 2156 0
Arrive On Green 0.18 0.00 0.18 0.00 0.49 0.49 0.02 0.61 0.00 Sat Flow, veh/h 1767 0 3145 0 3313 383 1781 3647 0
Grp Volume(v), veh/h 113 0 464 0 496 502 16 615 0
Grp Sat Flow(s),veh/h/ln1767 0 1572 0 1791 1811 1781 1777 0 Q Serve(g_s), s 3.4 0.0 8.5 0.0 11.8 11.8 0.5 4.9 0.0
Cycle Q Clear(g_c), s 3.4 0.0 8.5 0.0 11.8 11.8 0.5 4.9 0.0 Prop In Lane 1.00 1.00 0.00 0.21 1.00 0.00
Lane Grp Cap(c), veh/h 315 0 561 0 874 884 42 2156 0
V/C Ratio(X) 0.36 0.00 0.83 0.00 0.57 0.57 0.38 0.29 0.00 Avail Cap(c_a), veh/h 321 0 571 0 874 884 181 2156 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.78 0.78 0.00 Uniform Delay (d), s/veh 21.6 0.0 23.8 0.0 10.9 10.9 28.9 5.6 0.0 Incr Delay (d2), s/veh 1.5 0.0 10.8 0.0 2.7 2.6 1.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 0.0 4.7 0.0 8.9 9.0 0.3 5.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 0.0 34.5 0.0 13.5 13.5 30.5 5.9 0.0 LnGrp LOS C A C A B B C A A
Approach Vol, veh/h 577 998 631
Approach Delay, s/veh 32.3 13.5 6.5
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.1 36.1 16.8 43.2
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 6.1 24.4 10.9 36.2
Max Q Clear Time (g_c+I1), s2.5 13.8 10.5 6.9
Green Ext Time (p_c), s 0.0 7.3 0.2 7.0
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2696
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 23
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 0 382 7 0 1148
Future Vol, veh/h 19 0 382 7 0 1148
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 21 0 415 8 0 1248
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1667 419 0 0 423 0
Stage 1 419 -----
Stage 2 1248 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 107 638 - - 1085 -
Stage 1 668 -----
Stage 2 273 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 107 638 - - 1085 -
Mov Cap-2 Maneuver 215 -----
Stage 1 668 -----
Stage 2 273 -----
Approach WB NB SB
HCM Control Delay, s 23.5 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 215 1085 -
HCM Lane V/C Ratio - - 0.096 - -
HCM Control Delay (s) - - 23.5 0 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.3 0 -
2697
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Cumulative Year (2046) WP MIT- AM Peak Hour LSA Synchro 11 Report
04/25/2023 Page 24
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 85 0 388 19 0 1167
Future Vol, veh/h 85 0 388 19 0 1167
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 0 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 9 9 12 12
Mvmt Flow 92 0 422 21 0 1268
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1690 422 0 0 443 0
Stage 1 422 -----
Stage 2 1268 -----
Critical Hdwy 6.4 6.2 - - 4.22 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.308 -
Pot Cap-1 Maneuver 104 636 - - 1066 -
Stage 1 666 -----
Stage 2 267 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 104 636 - - 1066 -
Mov Cap-2 Maneuver 210 -----
Stage 1 666 -----
Stage 2 267 -----
Approach WB NB SB
HCM Control Delay, s 35 0 0

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 210 1066 -
HCM Lane V/C Ratio - - 0.44 - -
HCM Control Delay (s) - - 35 0 -
HCM Lane LOS - - E A -
HCM 95th %tile Q(veh) - - 2.1 0 -
2698
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 719 387 357 621 318 293 1451 495 344 1051 207 Future Volume (veh/h) 265 719 387 357 621 318 293 1451 495 344 1051 207 Initial Q (Qb), veh 0 00000000000
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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 282 765 412 380 661 338 312 1544 527 366 1118 220 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00000000111
Cap, veh/h 332 971 599 416 1088 485 362 1702 719 389 1733 530 Arrive On Green 0.09 0.27 0.27 0.12 0.30 0.30 0.10 0.33 0.33 0.11 0.34 0.34 Sat Flow, veh/h 3510 3610 1610 3510 3610 1609 3510 5187 1609 3483 5147 1575 Grp Volume(v), veh/h 282 765 412 380 661 338 312 1544 527 366 1118 220 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1805 1609 1755 1729 1609 1742 1716 1575 Q Serve(g_s), s 11.5 28.5 31.3 15.5 22.7 26.9 12.7 41.3 39.1 15.1 26.7 15.6 Cycle Q Clear(g_c), s 11.5 28.5 31.3 15.5 22.7 26.9 12.7 41.3 39.1 15.1 26.7 15.6 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 332 971 599 416 1088 485 362 1702 719 389 1733 530 V/C Ratio(X) 0.85 0.79 0.69 0.91 0.61 0.70 0.86 0.91 0.73 0.94 0.65 0.41 Avail Cap(c_a), veh/h 438 1021 621 416 1088 485 477 1702 719 389 1733 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 64.6 49.1 38.4 63.2 43.3 44.8 64.0 46.6 33.0 63.9 40.7 37.1 Incr Delay (d2), s/veh 9.3 4.9 4.3 23.6 1.1 4.7 9.7 8.6 6.5 28.8 1.7 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 13.3 12.9 8.1 10.0 11.2 6.0 18.4 16.1 8.1 11.2 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.0 54.1 42.7 86.8 44.4 49.5 73.7 55.2 39.5 92.8 42.5 39.3 LnGrp LOS E D D F D D E E D F D D
Approach Vol, veh/h 1459 1379 2383 1704
Approach Delay, s/veh 54.7 57.4 54.1 52.9
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.3 54.5 19.3 49.9 22.5 53.3 24.0 45.2 Change Period (Y+Rc), s 6.3 5.7 5.6 6.2 6.3 5.7 6.8 6.2 Max Green Setting (Gmax), s19.7 42.1 18.1 41.3 16.2 45.6 17.2 41.0 Max Q Clear Time (g_c+I1), s14.7 28.7 13.5 28.9 17.1 43.3 17.5 33.3 Green Ext Time (p_c), s 0.3 10.5 0.2 5.5 0.0 2.3 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2699
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 3: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 374 101 18 218 160 149 430 28 203 254 3 Future Volume (veh/h) 7 374 101 18 218 160 149 430 28 203 254 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 8 407 110 20 237 174 162 467 30 221 276 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 326 441 119 150 586 496 209 570 37 254 652 7 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.12 0.32 0.32 0.14 0.35 0.35 Sat Flow, veh/h 983 1429 386 898 1900 1610 1795 1752 113 1795 1861 20 Grp Volume(v), veh/h 8 0 517 20 237 174 162 0 497 221 0 279 Grp Sat Flow(s),veh/h/ln 983 0 1816 898 1900 1610 1795 0 1865 1795 0 1882 Q Serve(g_s), s 0.4 0.0 16.5 1.3 5.9 5.0 5.3 0.0 14.7 7.2 0.0 6.8 Cycle Q Clear(g_c), s 6.3 0.0 16.5 17.8 5.9 5.0 5.3 0.0 14.7 7.2 0.0 6.8 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.06 1.00 0.01
Lane Grp Cap(c), veh/h 326 0 560 150 586 496 209 0 606 254 0 659 V/C Ratio(X) 0.02 0.00 0.92 0.13 0.40 0.35 0.77 0.00 0.82 0.87 0.00 0.42 Avail Cap(c_a), veh/h 326 0 560 150 586 496 224 0 606 254 0 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.00 0.89 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 0.0 20.1 28.7 16.4 16.1 25.7 0.0 18.6 25.2 0.0 14.9 Incr Delay (d2), s/veh 0.0 0.0 19.4 0.4 0.5 0.4 14.5 0.0 11.8 25.9 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 8.9 0.3 2.2 1.6 2.8 0.0 7.2 4.5 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 0.0 39.5 29.1 16.8 16.5 40.3 0.0 30.4 51.1 0.0 16.9 LnGrp LOS B A D C B B D A C D A B
Approach Vol, veh/h 525 431 659 500
Approach Delay, s/veh 39.2 17.3 32.9 32.0
Approach LOS D B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.0 24.0 23.0 11.5 25.5 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s8.5 19.5 18.5 7.5 20.5 18.5
Max Q Clear Time (g_c+I1), s9.2 16.7 18.5 7.3 8.8 19.8
Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 1.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
2700
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 1022 218 108 907 211 313 681 154 159 504 108 Future Volume (veh/h) 144 1022 218 108 907 211 313 681 154 159 504 108 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 155 1099 234 116 975 227 337 732 166 171 542 116 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 11000111111
Cap, veh/h 161 1307 892 138 983 228 347 2799 1249 194 2494 1113 Arrive On Green 0.09 0.36 0.36 0.08 0.34 0.34 0.19 0.78 0.78 0.11 0.70 0.70 Sat Flow, veh/h 1795 3582 1598 1810 2908 676 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 155 1099 234 116 604 598 337 732 166 171 542 116 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1810 1805 1778 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 12.5 40.8 11.0 9.2 48.3 48.6 27.0 8.1 3.7 13.6 7.8 6.8 Cycle Q Clear(g_c), s 12.5 40.8 11.0 9.2 48.3 48.6 27.0 8.1 3.7 13.6 7.8 6.8 Prop In Lane 1.00 1.00 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 161 1307 892 138 610 601 347 2799 1249 194 2494 1113 V/C Ratio(X) 0.96 0.84 0.26 0.84 0.99 0.99 0.97 0.26 0.13 0.88 0.22 0.10 Avail Cap(c_a), veh/h 161 1307 892 150 610 601 347 2799 1249 223 2494 1113 HCM Platoon Ratio 1.00 1.00 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 65.8 42.2 16.6 66.1 47.8 47.9 58.1 4.3 3.9 63.8 7.9 28.1 Incr Delay (d2), s/veh 59.4 5.3 0.2 28.5 34.1 35.2 40.5 0.2 0.2 26.5 0.2 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/ln8.2 18.2 3.9 5.2 26.5 26.5 15.9 2.5 1.0 7.5 2.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 125.1 47.5 16.8 94.6 81.8 83.1 98.7 4.6 4.1 90.3 8.1 28.3 LnGrp LOS F D B FFFFAAFAC
Approach Vol, veh/h 1488 1318 1235 829
Approach Delay, s/veh 50.8 83.5 30.2 27.9
Approach LOS D F C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s32.0 109.0 19.0 55.0 19.7 121.3 15.1 58.9 Change Period (Y+Rc), s 4.0 6.0 6.0 * 6 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s28.0 35.0 13.0 * 49 18.0 45.0 12.0 50.0 Max Q Clear Time (g_c+I1), s29.0 9.8 14.5 50.6 15.6 10.1 11.2 42.8 Green Ext Time (p_c), s 0.0 5.5 0.0 0.0 0.1 6.3 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2701
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 191 899 163 287 914 147 222 676 366 136 273 161 Future Volume (veh/h) 191 899 163 287 914 147 222 676 366 136 273 161 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 201 946 172 302 962 155 234 712 385 143 287 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 11000000000
Cap, veh/h 302 1016 452 317 1037 463 242 1226 547 305 1057 471 Arrive On Green 0.09 0.28 0.28 0.09 0.29 0.29 0.13 0.34 0.34 0.09 0.29 0.29 Sat Flow, veh/h 3483 3582 1594 3510 3610 1610 1810 3610 1610 3510 3610 1610 Grp Volume(v), veh/h 201 946 172 302 962 155 234 712 385 143 287 169 Grp Sat Flow(s),veh/h/ln1742 1791 1594 1755 1805 1610 1810 1805 1610 1755 1805 1610 Q Serve(g_s), s 6.4 29.6 10.0 9.8 29.8 8.7 14.8 18.7 23.9 4.5 7.0 9.5 Cycle Q Clear(g_c), s 6.4 29.6 10.0 9.8 29.8 8.7 14.8 18.7 23.9 4.5 7.0 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 302 1016 452 317 1037 463 242 1226 547 305 1057 471 V/C Ratio(X) 0.66 0.93 0.38 0.95 0.93 0.33 0.97 0.58 0.70 0.47 0.27 0.36 Avail Cap(c_a), veh/h 303 1028 457 317 1048 468 242 1226 547 305 1057 471 HCM Platoon Ratio 1.00 1.00 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 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 40.1 33.1 52.0 39.8 32.3 49.5 31.2 32.9 50.0 31.2 32.1 Incr Delay (d2), s/veh 4.4 14.5 0.8 37.3 13.8 0.6 43.6 1.7 6.3 5.1 0.6 2.1 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 14.3 3.8 5.8 14.4 3.3 9.4 8.1 9.7 2.1 3.1 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.3 54.6 33.8 89.4 53.6 32.9 93.1 32.9 39.3 55.1 31.9 34.3 LnGrp LOS E D C F D C F C D E C C
Approach Vol, veh/h 1319 1419 1331 599
Approach Delay, s/veh 52.0 59.0 45.4 38.1
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.0 39.4 15.6 39.0 15.6 44.8 16.0 38.6 Change Period (Y+Rc), s 5.6 5.7 5.6 6.0 5.6 5.7 5.6 6.0 Max Green Setting (Gmax), s15.4 33.3 10.0 33.4 10.0 38.7 10.4 33.0 Max Q Clear Time (g_c+I1), s16.8 11.5 8.4 31.8 6.5 25.9 11.8 31.6 Green Ext Time (p_c), s 0.0 6.2 0.1 1.2 0.1 8.0 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 50.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2702
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 7: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 594 413 54 471 351 328 915 48 110 584 50 Future Volume (veh/h) 101 594 413 54 471 351 328 915 48 110 584 50 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 107 632 439 57 501 373 349 973 51 117 621 53 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 00111111000
Cap, veh/h 132 629 533 115 606 513 344 1331 580 143 934 405 Arrive On Green 0.07 0.33 0.33 0.06 0.32 0.32 0.19 0.37 0.37 0.08 0.26 0.26 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1560 1810 3610 1567 Grp Volume(v), veh/h 107 632 439 57 501 373 349 973 51 117 621 53 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1560 1810 1805 1567 Q Serve(g_s), s 7.0 39.7 30.1 3.7 29.5 24.8 23.0 28.1 2.5 7.6 18.5 3.1 Cycle Q Clear(g_c), s 7.0 39.7 30.1 3.7 29.5 24.8 23.0 28.1 2.5 7.6 18.5 3.1 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 132 629 533 115 606 513 344 1331 580 143 934 405 V/C Ratio(X) 0.81 1.01 0.82 0.50 0.83 0.73 1.01 0.73 0.09 0.82 0.66 0.13 Avail Cap(c_a), veh/h 151 629 533 135 608 515 344 1331 580 166 934 405 HCM Platoon Ratio 1.00 1.00 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 0.32 0.32 0.32 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 40.2 36.9 54.3 37.6 36.0 48.5 32.5 24.5 54.4 39.8 34.1 Incr Delay (d2), s/veh 21.7 37.2 10.7 1.2 9.6 5.6 31.0 1.2 0.1 20.9 3.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 24.1 12.9 1.7 14.6 10.1 12.9 11.8 0.9 4.2 8.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 77.4 47.6 55.6 47.1 41.6 79.5 33.7 24.6 75.3 43.6 34.8 LnGrp LOS E F D E D D F C C E D C
Approach Vol, veh/h 1178 931 1373 791
Approach Delay, s/veh 66.2 45.4 45.0 47.7
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 36.3 12.7 43.9 13.5 49.9 11.7 45.0 Change Period (Y+Rc), s 4.0 5.3 4.0 5.3 4.0 5.3 4.0 5.3 Max Green Setting (Gmax), s23.0 29.7 10.0 38.7 11.0 41.7 9.0 39.7 Max Q Clear Time (g_c+I1), s25.0 20.5 9.0 31.5 9.6 30.1 5.7 41.7 Green Ext Time (p_c), s 0.0 3.7 0.0 3.5 0.0 6.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 51.4
HCM 6th LOS D
2703
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 404 185 38 338 122 261 1212 90 125 901 32 Future Volume (veh/h) 23 404 185 38 338 122 261 1212 90 125 901 32 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 25 439 201 41 367 133 284 1317 98 136 979 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 11111000000
Cap, veh/h 83 482 408 109 509 432 304 1473 109 172 1279 46 Arrive On Green 0.05 0.26 0.26 0.06 0.27 0.27 0.17 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 1795 1885 1596 1795 1885 1598 1810 3401 252 1810 3552 127 Grp Volume(v), veh/h 25 439 201 41 367 133 284 697 718 136 498 516 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1848 1810 1805 1874 Q Serve(g_s), s 1.7 28.2 13.4 2.7 22.1 8.3 19.4 44.6 45.0 9.2 30.4 30.4 Cycle Q Clear(g_c), s 1.7 28.2 13.4 2.7 22.1 8.3 19.4 44.6 45.0 9.2 30.4 30.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.07
Lane Grp Cap(c), veh/h 83 482 408 109 509 432 304 782 800 172 650 675 V/C Ratio(X) 0.30 0.91 0.49 0.38 0.72 0.31 0.93 0.89 0.90 0.79 0.77 0.77 Avail Cap(c_a), veh/h 158 593 502 158 593 502 304 782 800 232 650 675 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 0.74 0.74 0.74 Uniform Delay (d), s/veh 57.6 45.1 39.6 56.4 41.3 36.3 51.3 32.7 32.8 55.3 35.3 35.3 Incr Delay (d2), s/veh 0.7 15.3 0.6 0.8 3.7 0.4 34.3 14.6 14.8 6.5 6.3 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 14.8 5.2 1.2 10.5 3.2 11.4 21.5 22.2 4.4 13.9 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 60.4 40.2 57.2 45.0 36.7 85.6 47.3 47.7 61.9 41.6 41.4 LnGrp LOS E E D E D D F D D E D D
Approach Vol, veh/h 665 541 1699 1150
Approach Delay, s/veh 54.2 43.9 53.9 43.9
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 50.7 9.8 39.5 15.9 59.8 11.6 37.7 Change Period (Y+Rc), s 4.0 5.7 4.0 5.7 4.0 5.7 4.0 5.7 Max Green Setting (Gmax), s21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s21.4 32.4 3.7 24.1 11.2 47.0 4.7 30.2 Green Ext Time (p_c), s 0.0 1.1 0.0 2.3 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
2704
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 514 Future Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 514 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 732 1561 364 340 1482 221 634 640 333 345 394 535 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 11111000111
Cap, veh/h 1098 2531 1174 388 1445 448 853 939 429 348 662 1242 Arrive On Green 0.42 0.65 0.65 0.11 0.28 0.28 0.24 0.27 0.27 0.10 0.13 0.13 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1579 3483 5147 2768 Grp Volume(v), veh/h 732 1561 364 340 1482 221 634 640 333 345 394 535 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1579 1742 1716 1384 Q Serve(g_s), s 23.7 24.6 4.6 13.5 39.3 16.2 23.4 23.2 27.3 13.9 10.1 0.0 Cycle Q Clear(g_c), s 23.7 24.6 4.6 13.5 39.3 16.2 23.4 23.2 27.3 13.9 10.1 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 1098 2531 1174 388 1445 448 853 939 429 348 662 1242 V/C Ratio(X) 0.67 0.62 0.31 0.88 1.03 0.49 0.74 0.68 0.78 0.99 0.60 0.43 Avail Cap(c_a), veh/h 1098 2531 1174 423 1445 448 853 939 429 348 662 1242 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) 0.47 0.47 0.47 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 16.6 2.9 61.3 50.4 42.0 49.0 45.6 47.1 62.9 57.6 26.7 Incr Delay (d2), s/veh 0.6 0.5 0.3 16.4 30.5 3.8 3.2 4.0 13.0 45.5 3.9 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/ln9.1 7.7 1.0 6.7 20.4 6.7 10.4 10.2 12.0 8.2 4.5 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 17.1 3.2 77.6 80.8 45.9 52.1 49.6 60.0 108.4 61.5 27.8 LnGrp LOS D B A E F D D D E F E C
Approach Vol, veh/h 2657 2043 1607 1274
Approach Delay, s/veh 20.2 76.5 52.8 60.1
Approach LOS C E D E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s50.1 45.3 19.0 43.7 20.6 74.9 39.0 23.7 Change Period (Y+Rc), s 6.0 * 6 5.0 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s27.0 * 39 14.0 38.0 17.0 49.3 34.0 18.0 Max Q Clear Time (g_c+I1), s25.7 41.3 15.9 29.3 15.5 26.6 25.4 12.1 Green Ext Time (p_c), s 0.3 0.0 0.0 2.7 0.1 13.0 0.9 2.6 Intersection Summary
HCM 6th Ctrl Delay 49.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2705
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 13: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 428 922 168 64 955 334 192 300 76 168 187 386 Future Volume (veh/h) 428 922 168 64 955 334 192 300 76 168 187 386 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 455 981 179 68 1016 355 204 319 81 179 199 411 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 111000000000
Cap, veh/h 469 1350 602 105 1083 483 285 362 92 565 477 405 Arrive On Green 0.13 0.38 0.38 0.06 0.30 0.30 0.16 0.25 0.25 0.16 0.25 0.25 Sat Flow, veh/h 3483 3582 1598 1810 3610 1610 1810 1462 371 3510 1900 1610 Grp Volume(v), veh/h 455 981 179 68 1016 355 204 0 400 179 199 411 Grp Sat Flow(s),veh/h/ln 1742 1791 1598 1810 1805 1610 1810 0 1833 1755 1900 1610 Q Serve(g_s), s 15.0 27.0 9.0 4.2 31.5 22.8 12.3 0.0 24.1 5.2 10.1 28.9 Cycle Q Clear(g_c), s 15.0 27.0 9.0 4.2 31.5 22.8 12.3 0.0 24.1 5.2 10.1 28.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 469 1350 602 105 1083 483 285 0 454 565 477 405 V/C Ratio(X) 0.97 0.73 0.30 0.65 0.94 0.73 0.72 0.00 0.88 0.32 0.42 1.02 Avail Cap(c_a), veh/h 469 1350 602 354 1083 483 285 0 454 565 477 405 HCM Platoon Ratio 1.00 1.00 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 1.00 1.00 Uniform Delay (d), s/veh 49.5 30.7 25.1 53.0 39.2 36.1 46.0 0.0 41.6 42.7 36.0 43.0 Incr Delay (d2), s/veh 33.6 3.4 1.3 6.6 16.0 9.6 14.3 0.0 21.0 1.5 2.7 48.8 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 8.4 11.5 3.5 2.1 15.9 9.8 6.5 0.0 13.1 2.4 5.0 16.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.1 34.2 26.4 59.7 55.2 45.7 60.4 0.0 62.6 44.1 38.7 91.8 LnGrp LOS F C C E E D E A E D D F
Approach Vol, veh/h 1615 1439 604 789
Approach Delay, s/veh 47.1 53.1 61.8 67.6
Approach LOS D D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 47.9 22.6 33.4 20.0 39.0 23.0 33.0 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 22.5 27.5 18.1 28.9 15.5 34.5 18.5 28.5 Max Q Clear Time (g_c+I1), s 6.2 29.0 14.3 30.9 17.0 33.5 7.2 26.1 Green Ext Time (p_c), s 0.1 0.0 0.2 0.0 0.0 0.7 0.4 0.5 Intersection Summary
HCM 6th Ctrl Delay 54.7
HCM 6th LOS D
2706
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 15: Sunnyside Avenue & Nees Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 494 140 50 483 28 227 309 54 20 187 50 Future Volume (veh/h) 54 494 140 50 483 28 227 309 54 20 187 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 59 537 152 54 525 30 247 336 59 22 203 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 111111000111
Cap, veh/h 152 912 257 239 584 33 264 667 117 68 453 120 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.15 0.42 0.42 0.04 0.32 0.32 Sat Flow, veh/h 860 2759 778 760 1766 101 1810 1574 276 1795 1435 382 Grp Volume(v), veh/h 59 348 341 54 0 555 247 0 395 22 0 257 Grp Sat Flow(s),veh/h/ln 860 1791 1745 760 0 1867 1810 0 1850 1795 0 1816 Q Serve(g_s), s 3.1 10.5 10.6 4.1 0.0 18.4 8.8 0.0 10.2 0.8 0.0 7.3 Cycle Q Clear(g_c), s 21.5 10.5 10.6 14.7 0.0 18.4 8.8 0.0 10.2 0.8 0.0 7.3 Prop In Lane 1.00 0.45 1.00 0.05 1.00 0.15 1.00 0.21
Lane Grp Cap(c), veh/h 152 592 577 239 0 618 264 0 784 68 0 573 V/C Ratio(X) 0.39 0.59 0.59 0.23 0.00 0.90 0.93 0.00 0.50 0.32 0.00 0.45 Avail Cap(c_a), veh/h 152 592 577 239 0 618 264 0 784 207 0 573 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 0.59 0.00 0.59 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.4 18.1 18.1 24.2 0.0 20.7 27.4 0.0 13.7 30.5 0.0 17.7 Incr Delay (d2), s/veh 1.6 1.5 1.6 0.3 0.0 10.4 37.9 0.0 2.3 2.7 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.9 3.9 0.7 0.0 8.5 6.2 0.0 3.9 0.4 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 19.6 19.7 24.5 0.0 31.2 65.4 0.0 16.0 33.2 0.0 20.3 LnGrp LOS C B B C A C E A B C A C
Approach Vol, veh/h 748 609 642 279
Approach Delay, s/veh 20.7 30.6 35.0 21.3
Approach LOS CCDC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.0 32.0 26.0 14.0 25.0 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 22.5 21.5 9.5 20.5 21.5 Max Q Clear Time (g_c+I1), s 2.8 12.2 23.5 10.8 9.3 20.4 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 1.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
2707
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 613 169 72 690 282 333 370 108 155 241 38 Future Volume (veh/h) 54 613 169 72 690 282 333 370 108 155 241 38 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 57 645 178 76 726 297 351 389 114 163 254 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 11111111111
Cap, veh/h 114 1301 580 126 698 591 341 508 430 180 285 45 Arrive On Green 0.06 0.36 0.36 0.07 0.37 0.37 0.19 0.27 0.27 0.10 0.18 0.18 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1596 1795 1589 250 Grp Volume(v), veh/h 57 645 178 76 726 297 351 389 114 163 0 294 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1795 1885 1598 1795 1885 1596 1795 0 1839 Q Serve(g_s), s 3.1 14.0 8.0 4.1 37.0 14.4 19.0 19.0 5.6 9.0 0.0 15.6 Cycle Q Clear(g_c), s 3.1 14.0 8.0 4.1 37.0 14.4 19.0 19.0 5.6 9.0 0.0 15.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 114 1301 580 126 698 591 341 508 430 180 0 330 V/C Ratio(X) 0.50 0.50 0.31 0.60 1.04 0.50 1.03 0.77 0.27 0.91 0.00 0.89 Avail Cap(c_a), veh/h 144 1301 580 162 698 591 341 508 430 180 0 330 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 Uniform Delay (d), s/veh 45.3 24.7 22.8 45.1 31.5 24.4 40.5 33.6 28.7 44.5 0.0 40.1 Incr Delay (d2), s/veh 1.3 0.5 0.6 1.7 45.1 1.2 56.4 10.5 1.5 41.2 0.0 28.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 5.7 3.0 1.8 23.9 5.4 13.3 9.7 2.3 5.9 0.0 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 25.3 23.4 46.8 76.6 25.6 96.9 44.2 30.2 85.7 0.0 68.3 LnGrp LOS D C C D F C F D C F A E
Approach Vol, veh/h 880 1099 854 457
Approach Delay, s/veh 26.3 60.8 64.0 74.5
Approach LOS C E E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.0 23.6 10.4 43.0 14.0 32.6 11.0 42.3 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), s19.0 16.3 8.0 37.0 10.0 25.3 9.0 36.0 Max Q Clear Time (g_c+I1), s21.0 17.6 5.1 39.0 11.0 21.0 6.1 16.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.0 0.0 7.9 Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D
2708
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 19: Fowler Avenue & Teague Avenue Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 3 14 18 28 105 24 720 22 23 422 42 Future Volume (veh/h) 53 3 14 18 28 105 24 720 22 23 422 42 Initial Q (Qb), veh 0 00000000000
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 1767 1767 1767 1841 1841 1841 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 55 3 15 19 29 109 25 750 23 24 440 44 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 9 99444111222
Cap, veh/h 230 22 38 82 50 148 698 1304 40 590 1340 1136 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.95 0.95 0.95 0.72 0.72 0.72 Sat Flow, veh/h 937 161 284 113 377 1112 919 1819 56 697 1870 1585 Grp Volume(v), veh/h 73 0 0 157 0 0 25 0 773 24 440 44
Grp Sat Flow(s),veh/h/ln1382 0 0 1602 0 0 919 0 1875 697 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 2.3 0.0 0.0 0.3 0.0 2.6 0.7 5.2 0.5 Cycle Q Clear(g_c), s 2.7 0.0 0.0 5.6 0.0 0.0 5.5 0.0 2.6 3.3 5.2 0.5 Prop In Lane 0.75 0.21 0.12 0.69 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 290 0 0 281 0 0 698 0 1344 590 1340 1136 V/C Ratio(X) 0.25 0.00 0.00 0.56 0.00 0.00 0.04 0.00 0.58 0.04 0.33 0.04 Avail Cap(c_a), veh/h 500 0 0 547 0 0 698 0 1344 590 1340 1136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.76 0.00 0.76 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 0.0 24.9 0.0 0.0 1.0 0.0 0.5 3.3 3.2 2.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.7 0.0 0.0 0.1 0.0 1.4 0.1 0.7 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/ln0.9 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.6 0.1 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.1 0.0 0.0 26.7 0.0 0.0 1.0 0.0 1.8 3.4 3.8 2.5 LnGrp LOS C A A C AAAAAAAA
Approach Vol, veh/h 73 157 798 508
Approach Delay, s/veh 24.1 26.7 1.8 3.7
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 47.5 12.5 47.5 12.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1
Max Q Clear Time (g_c+I1), s 7.5 4.7 7.2 7.6
Green Ext Time (p_c), s 5.3 0.2 2.8 0.6
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
2709
AGENDA ITEM NO. 6.

HCM 6th Signalized Intersection Summary Shepherd North Project 22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 389 0 635 0 0 0 0 957 311 29 637 0 Future Volume (veh/h) 389 0 635 0 0 0 0 957 311 29 637 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1885 1885 1870 1870 0 Adj Flow Rate, veh/h 270 0 806 0 997 324 30 664 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 011220
Cap, veh/h 465 0 828 0 1251 404 65 2052 0
Arrive On Green 0.26 0.00 0.26 0.00 0.47 0.47 0.04 0.58 0.00 Sat Flow, veh/h 1781 0 3170 0 2757 859 1781 3647 0
Grp Volume(v), veh/h 270 0 806 0 668 653 30 664 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1791 1731 1781 1777 0 Q Serve(g_s), s 10.6 0.0 20.1 0.0 25.3 25.7 1.3 7.8 0.0 Cycle Q Clear(g_c), s 10.6 0.0 20.1 0.0 25.3 25.7 1.3 7.8 0.0 Prop In Lane 1.00 1.00 0.00 0.50 1.00 0.00
Lane Grp Cap(c), veh/h 465 0 828 0 841 813 65 2052 0
V/C Ratio(X) 0.58 0.00 0.97 0.00 0.79 0.80 0.46 0.32 0.00 Avail Cap(c_a), veh/h 465 0 828 0 841 813 136 2052 0
HCM Platoon Ratio 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 0.00 1.00 1.00 0.85 0.85 0.00 Uniform Delay (d), s/veh 25.7 0.0 29.3 0.0 17.9 18.1 37.8 8.8 0.0 Incr Delay (d2), s/veh 2.9 0.0 25.0 0.0 7.6 8.2 1.6 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/ln4.6 0.0 10.1 0.0 10.6 10.5 0.6 2.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 0.0 54.2 0.0 25.6 26.3 39.4 9.1 0.0 LnGrp LOS C A D A C C D A A
Approach Vol, veh/h 1076 1321 694
Approach Delay, s/veh 47.8 25.9 10.4
Approach LOS D C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.6 44.4 27.0 53.0
Change Period (Y+Rc), s* 5.7 6.8 6.1 6.8
Max Green Setting (Gmax), s* 6.1 34.4 20.9 46.2
Max Q Clear Time (g_c+I1), s3.3 27.7 22.1 9.8
Green Ext Time (p_c), s 0.0 5.8 0.0 8.1
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2710
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
23: Sunnyside Avenue & Project Driveway 1 Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 23
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 980 21 0 670
Future Vol, veh/h 13 0 980 21 0 670
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 2 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 0 1065 23 0 728
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1805 1077 0 0 1088 0
Stage 1 1077 -----
Stage 2 728 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver *~ 4 *234 - - *351 -
Stage 1 *221 -----
Stage 2 *482 -----
Platoon blocked, % 1 1 - - 1 -
Mov Cap-1 Maneuver *~ 4 *234 - - *351 -
Mov Cap-2 Maneuver *184 -----
Stage 1 *221 -----
Stage 2 *482 -----
Approach WB NB SB
HCM Control Delay, s 26.2 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 184 * 351 -
HCM Lane V/C Ratio - - 0.077 - -
HCM Control Delay (s) - - 26.2 0 -
HCM Lane LOS - - D A -
HCM 95th %tile Q(veh) - - 0.2 0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2711
AGENDA ITEM NO. 6.

HCM 6th TWSC Shepherd North Project
24: Sunnyside Avenue & Project Driveway 2 Cumulative Year (2046) WP MIT- PM Peak Hour LSA Synchro 11 Report
04/26/2023 Page 24
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 57 0 1002 61 0 683
Future Vol, veh/h 57 0 1002 61 0 683
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 0 - -
Veh in Median Storage, # 2 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 62 0 1089 66 0 742
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1831 1089 0 0 1155 0
Stage 1 1089 -----
Stage 2 742 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver *~ 3 *234 - - *351 -
Stage 1 *221 -----
Stage 2 *474 -----
Platoon blocked, % 1 1 - - 1 -
Mov Cap-1 Maneuver *~ 3 *234 - - *351 -
Mov Cap-2 Maneuver *183 -----
Stage 1 *221 -----
Stage 2 *474 -----
Approach WB NB SB
HCM Control Delay, s 34.4 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 183 * 351 -
HCM Lane V/C Ratio - - 0.339 - -
HCM Control Delay (s) - - 34.4 0 -
HCM Lane LOS - - D A -
HCM 95th %tile Q(veh) - - 1.4 0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2712
AGENDA ITEM NO. 6.

T RANSPORTATION I MPACT A NALYSIS
J ULY 2023

S HEPHERD NORTH P ROJECT

CLOVIS , C ALIFORNIA
P:\DNV2201\Traffic\March_2023\Reports\Shepherd North Project TIA_July 2023.docx (07/12/23)

APPENDIX F

SIGNAL WARRANT ANALYSIS WORKSHEETS
2713
AGENDA ITEM NO. 6.

FIGURE 3‐A
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Existing Year  ‐ Minnewawa Avenue/Behymer Avenue
(612, 454) (612, 457)
(544, 193)
(544, 191)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor) OR 1 LANE (Major) & 2 OR MORE LANES (Minor) 1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\Warrants\Existing\2022_Int03.xlsx (2/10/2023) 2714 AGENDA ITEM NO. 6.

FIGURE 13‐A
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Existing Year  ‐ Sunnyside Avenue/Shepherd Avenue
(844, 92)
(1085, 157)
(1112, 172)
(752, 122)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\March_2023\Warrants\Existing\2022_Int13.xlsx (4/29/2023) 2715 AGENDA ITEM NO. 6.

FIGURE 15‐A
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Existing Year  ‐ Sunnyside Avenue/Nees Avenue
(772, 211)
(772, 247)
(846, 298)(846, 248)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\March_2023\Warrants\Existing\2022_Int15.xlsx (4/29/2023) 2716 AGENDA ITEM NO. 6.

FIGURE 3‐B
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Near Term Year (2028) ‐ Minnewawa Avenue/Behymer Avenue (691, 487)
(691, 490)
(656, 227)
(656, 227)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor) OR 1 LANE (Major) & 2 OR MORE LANES (Minor) 1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\Warrants\Near Term\2028_Int03.xlsx (2/10/2023) 2717 AGENDA ITEM NO. 6.

FIGURE 13‐B
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Near Term Year (2028) ‐ Sunnyside Avenue/Shepherd Avenue 0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(1,798,181)
(1,557,159)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (2,187,282)
(1,827,232)
P:\DNV2201\Traffic\March_2023\Warrants\Near Term\2028_Int13.xlsx (4/29/2023) 2718 AGENDA ITEM NO. 6.

FIGURE 15‐B
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Near Term Year (2028) ‐ Sunnyside Avenue/Nees Avenue
(795, 237)
(795, 313)
(889, 347)
(889, 297)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\March_2023\Warrants\Near Term\2028_Int15.xlsx (4/29/2023) 2719 AGENDA ITEM NO. 6.

FIGURE 3‐C
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Minnewawa Avenue/Behymer Avenue (1067, 482)
(1067, 478)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(1,159,946)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,159,949)
P:\DNV2201\Traffic\Warrants\2046 Cum\2046_Int03.xlsx (2/10/2023) 2720 AGENDA ITEM NO. 6.

FIGURE 13‐C
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Sunnyside Avenue/Shepherd Avenue 0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(2,118,1,252)
(1,877,1,120)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (2,871,741)
(2,511, 651)
P:\DNV2201\Traffic\March_2023\Warrants\2046 Cum\2046_Int13.xlsx (4/29/2023) 2721 AGENDA ITEM NO. 6.

FIGURE 15‐C
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Sunnyside Avenue/Nees Avenue
(1041, 467)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor) OR 1 LANE (Major) & 2 OR MORE LANES (Minor) 1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(1,249,590)
(1,249,540)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,041,543)
P:\DNV2201\Traffic\March_2023\Warrants\2046 Cum\2046_Int15.xlsx (4/29/2023) 2722 AGENDA ITEM NO. 6.

FIGURE 19‐C
 Without Project AM Peak Hour  Plus Project AM Peak Hour  Without Project PM Peak Hour  Plus Project PM Peak Hour SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C‐4 Shepherd North Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Fowler Avenue/Teague Avenue
(1172, 81)
(1204, 81)
(1253, 151) (1188, 151)
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

WARRANT 3, PEAK HOUR (70% FACTOR)

MAJOR STREET
TOTAL OF BOTH APPROACHES ‐ VPH

MINOR STREET
HIGH VOLUME APPROACH ‐ VPH 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor) OR 1 LANE (Major) & 2 OR MORE LANES (Minor) 1 LANE (Major) & 1 LANE (Minor)
100 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 75 VPH applies as the lower threshold volume for a minor street approaching with one lane. 
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) P:\DNV2201\Traffic\March_2023\Warrants\2046 Cum\2046_Int19.xlsx (4/29/2023) 2723 AGENDA ITEM NO. 6.

T RANSPORTATION I MPACT A NALYSIS
J ULY 2023

S HEPHERD NORTH P ROJECT

CLOVIS , C ALIFORNIA
P:\DNV2201\Traffic\March_2023\Reports\Shepherd North Project TIA_July 2023.docx (07/12/23)

APPENDIX G

QUEUING ANALYSIS WORKSHEETS
2724
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 85 158 257 20 216 106 699 20 56 729 94 v/c Ratio 0.60 0.35 0.45 0.19 0.69 0.65 0.26 0.02 0.45 0.29 0.12 Control Delay 77.0 44.8 7.0 64.9 60.7 76.4 20.1 0.1 71.5 23.3 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.0 44.8 7.0 64.9 60.7 76.4 20.1 0.1 71.5 23.3 2.5 Queue Length 50th (ft) 73 122 0 17 170 91 123 0 48 137 0 Queue Length 95th (ft) 111 150 35 40 206 129 160 0 81 179 10 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 600 684 199 580 199 2666 887 194 2473 808 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.47 0.26 0.38 0.10 0.37 0.53 0.26 0.02 0.29 0.29 0.12 Intersection Summary
2725
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 33 276 165 50 339 111 182 667 56 183 841 57 v/c Ratio 0.17 0.59 0.47 0.26 0.61 0.32 0.64 0.23 0.06 0.64 0.28 0.06 Control Delay 67.7 64.1 12.0 69.2 61.8 9.8 74.7 16.5 0.1 74.3 17.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.7 64.1 12.0 69.2 61.8 9.8 74.7 16.5 0.1 74.3 17.2 0.1 Queue Length 50th (ft) 15 131 0 23 162 0 87 113 0 88 148 0 Queue Length 95th (ft) 33 170 61 45 204 44 123 154 0 123 197 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 459 1069 593 426 1058 550 438 2903 944 447 2958 955 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.07 0.26 0.28 0.12 0.32 0.20 0.42 0.23 0.06 0.41 0.28 0.06 Intersection Summary
2726
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 404 181 52 346 108 151 179 49 123 189 35 v/c Ratio 0.26 0.49 0.41 0.35 0.81 0.25 0.71 0.22 0.07 0.65 0.24 0.05 Control Delay 60.4 44.5 21.3 62.7 61.3 10.9 72.1 26.8 0.7 71.1 28.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 44.5 21.3 62.7 61.3 10.9 72.1 26.8 0.7 71.1 28.5 0.1 Queue Length 50th (ft) 31 155 58 42 276 11 125 95 0 102 104 0 Queue Length 95th (ft) 64 176 104 79 327 46 175 165 0 150 178 0 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 957 491 283 496 489 286 827 744 285 802 734 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.42 0.37 0.18 0.70 0.22 0.53 0.22 0.07 0.43 0.24 0.05 Intersection Summary
2727
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 406 142 131 354 58 96 71 104 23 86 81 v/c Ratio 0.16 0.70 0.41 0.50 0.52 0.15 0.62 0.09 0.23 0.02 0.05 0.10 Control Delay 62.8 61.6 18.2 68.6 53.8 0.8 77.8 41.2 7.5 32.5 20.0 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.8 61.6 18.2 68.6 53.8 0.8 77.8 41.2 7.5 32.5 20.0 2.0 Queue Length 50th (ft) 17 185 27 60 158 0 86 26 0 7 20 0 Queue Length 95th (ft) 34 212 72 86 181 0 131 44 33 17 38 10 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 851 457 598 859 466 294 826 453 1165 1726 817 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.07 0.48 0.31 0.22 0.41 0.12 0.33 0.09 0.23 0.02 0.05 0.10 Intersection Summary
2728
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 96 292 346 275 359 241
v/c Ratio 0.46 0.67 0.74 0.10 0.22 0.30
Control Delay 41.8 12.4 38.6 2.9 16.0 3.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.8 12.4 38.6 2.9 16.0 3.8
Queue Length 50th (ft) 49 0 167 14 58 0
Queue Length 95th (ft) 76 33 196 25 87 25
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 667 471 2702 1602 791
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.18 0.44 0.73 0.10 0.22 0.30
Intersection Summary
2729
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 352 223 40 417 207 80 338 23 80 478 48 v/c Ratio 0.31 0.68 0.38 0.36 0.80 0.39 0.58 0.20 0.03 0.58 0.28 0.06 Control Delay 75.0 55.1 6.3 76.3 61.8 17.0 83.3 25.4 0.1 83.1 26.6 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.0 55.1 6.3 76.3 61.8 17.0 83.3 25.4 0.1 83.1 26.6 0.1 Queue Length 50th (ft) 33 305 0 38 377 55 77 103 0 77 153 0 Queue Length 95th (ft) 68 386 53 76 463 114 127 152 0 127 215 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 531 603 309 525 535 362 1665 746 306 1679 802 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.09 0.66 0.37 0.13 0.79 0.39 0.22 0.20 0.03 0.26 0.28 0.06 Intersection Summary
2730
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 302 172 49 457 100 143 386 142 685 v/c Ratio 0.11 0.67 0.37 0.34 0.84 0.18 0.67 0.27 0.71 0.46 Control Delay 55.5 49.7 12.6 61.0 55.1 3.2 68.0 25.1 72.7 30.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.5 49.7 12.6 61.0 55.1 3.2 68.0 25.1 72.7 30.5 Queue Length 50th (ft) 11 234 29 38 333 0 113 94 112 196 Queue Length 95th (ft) 34 289 79 79 455 22 174 162 180 323 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 564 155 593 578 294 1456 228 1477 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.10 0.53 0.30 0.32 0.77 0.17 0.49 0.27 0.62 0.46 Intersection Summary
2731
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1018 522 1774 386 70 776
v/c Ratio 0.26 0.44 0.48 0.41 0.07 0.94
Control Delay 11.6 2.1 14.0 8.0 35.1 62.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 2.1 14.0 8.0 35.1 62.3
Queue Length 50th (ft) 107 0 288 145 22 339
Queue Length 95th (ft) 126 42 321 229 41 #477
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 3943 1174 3663 938 957 824
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.26 0.44 0.48 0.41 0.07 0.94
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2732
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 900 237 1751 88 504 532
v/c Ratio 0.31 0.23 0.40 0.09 0.32 0.51
Control Delay 12.9 1.6 15.3 2.5 34.7 20.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.9 1.6 15.3 2.5 34.7 20.3
Queue Length 50th (ft) 110 0 187 0 115 106
Queue Length 95th (ft) 128 25 208 22 148 168
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1023 4454 971 1551 1039
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.30 0.23 0.39 0.09 0.32 0.51
Intersection Summary
2733
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 261 895 230 159 1098 169 249 403 173 304 432 v/c Ratio 0.72 0.54 0.35 0.54 0.71 0.31 0.70 0.23 0.54 0.17 0.35 Control Delay 78.4 44.4 5.8 74.8 51.0 20.9 77.4 28.9 73.7 36.4 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.4 44.4 5.8 74.8 51.0 20.9 77.4 28.9 73.7 36.4 3.9 Queue Length 50th (ft) 134 271 0 80 361 58 128 84 88 78 0 Queue Length 95th (ft) 179 325 63 119 434 129 172 116 127 109 43 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 548 1643 666 553 1557 547 664 1755 671 1759 1247 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.48 0.54 0.35 0.29 0.71 0.31 0.38 0.23 0.26 0.17 0.35 Intersection Summary
2734
AGENDA ITEM NO. 6.

Queues Shepherd North Project
18: Fowler Avenue & Shepherd Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 21 293 53 38 291 385 147 96 35 193 149 v/c Ratio 0.22 0.40 0.14 0.37 0.68 0.83 0.74 0.11 0.04 0.79 0.16 Control Delay 73.5 51.4 3.8 77.8 60.2 50.7 85.5 27.8 0.1 84.5 24.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.5 51.4 3.8 77.8 60.2 50.7 85.5 27.8 0.1 84.5 24.6 Queue Length 50th (ft) 20 127 0 37 262 248 142 54 0 185 80 Queue Length 95th (ft) 50 161 16 76 334 349 212 115 0 262 156 Internal Link Dist (ft) 329 709 846 4328
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 869 439 365 465 494 365 888 796 358 907 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.06 0.34 0.12 0.10 0.63 0.78 0.40 0.11 0.04 0.54 0.16 Intersection Summary
2735
AGENDA ITEM NO. 6.

Queues Shepherd North Project
20: Fowler Avenue & Nees Avenue Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 12
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 22 315 79 296 35 121 134 40 30 234 35 v/c Ratio 0.24 0.53 0.55 0.76 0.09 0.65 0.12 0.04 0.31 0.24 0.04 Control Delay 60.7 40.2 66.5 57.6 0.4 67.5 14.8 0.1 62.0 20.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.7 40.2 66.5 57.6 0.4 67.5 14.8 0.1 62.0 20.4 0.1 Queue Length 50th (ft) 17 97 60 222 0 92 48 0 23 100 0
Queue Length 95th (ft) 44 135 108 297 0 149 102 0 54 197 0 Internal Link Dist (ft) 2573 510 742 2580
Turn Bay Length (ft) 230 140 25 200 85 25
Base Capacity (vph) 238 1018 238 543 529 242 1114 985 238 965 866 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.09 0.31 0.33 0.55 0.07 0.50 0.12 0.04 0.13 0.24 0.04 Intersection Summary
2736
AGENDA ITEM NO. 6.

Queues Shepherd North Project
21: Fowler Avenue & SR-168 WB Ramps Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Lane Group WBL WBR NBL NBT SBT
Lane Group Flow (vph) 137 32 507 427 728
v/c Ratio 0.52 0.10 0.78 0.17 0.42
Control Delay 45.7 0.6 52.4 4.0 10.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 0.6 52.4 4.0 10.7
Queue Length 50th (ft) 82 0 173 32 77
Queue Length 95th (ft) 135 0 231 45 149
Internal Link Dist (ft) 513 2784
Turn Bay Length (ft) 380 260
Base Capacity (vph) 427 461 802 2576 1732
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.32 0.07 0.63 0.17 0.42
Intersection Summary
2737
AGENDA ITEM NO. 6.

Queues Shepherd North Project
22: Fowler Avenue & SR-168 EB Ramps Existing (2022) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 14
Lane Group EBL EBR NBT SBL SBT
Lane Group Flow (vph) 148 349 912 15 467
v/c Ratio 0.33 0.68 0.38 0.14 0.18
Control Delay 40.1 11.6 8.5 53.2 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 40.1 11.6 8.5 53.2 7.6
Queue Length 50th (ft) 44 0 86 10 54
Queue Length 95th (ft) 68 75 227 m26 77
Internal Link Dist (ft) 367 513
Turn Bay Length (ft) 535 85
Base Capacity (vph) 989 703 2426 283 2613
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.15 0.50 0.38 0.05 0.18
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2738
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 13 51 92 35 121 136 513 27 42 402 11 v/c Ratio 0.12 0.25 0.33 0.32 0.51 0.69 0.15 0.02 0.37 0.13 0.01 Control Delay 63.0 56.5 7.8 68.0 58.2 75.7 11.0 0.0 69.3 14.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.0 56.5 7.8 68.0 58.2 75.7 11.0 0.0 69.3 14.4 0.0 Queue Length 50th (ft) 11 43 0 30 90 117 60 0 36 53 0
Queue Length 95th (ft) 34 79 28 65 150 177 103 0 73 94 0 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 598 203 596 217 3409 1103 194 3048 972 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.08 0.15 0.17 0.20 0.63 0.15 0.02 0.22 0.13 0.01 Intersection Summary
2739
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 38 344 120 36 335 154 259 699 95 135 494 33 v/c Ratio 0.20 0.65 0.36 0.19 0.61 0.41 0.71 0.23 0.10 0.55 0.18 0.04 Control Delay 68.0 64.1 11.7 67.9 61.8 10.7 73.9 16.5 1.5 73.5 18.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.0 64.1 11.7 67.9 61.8 10.7 73.9 16.5 1.5 73.5 18.5 0.1 Queue Length 50th (ft) 18 163 1 17 157 0 124 119 0 64 87 0 Queue Length 95th (ft) 38 210 58 37 203 62 167 164 16 98 126 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 468 1090 570 439 1090 588 453 2987 970 447 2787 911 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.08 0.32 0.21 0.08 0.31 0.26 0.57 0.23 0.10 0.30 0.18 0.04 Intersection Summary
2740
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 419 87 20 368 91 112 163 28 82 153 14 v/c Ratio 0.15 0.44 0.18 0.13 0.80 0.20 0.61 0.18 0.03 0.50 0.18 0.02 Control Delay 57.7 40.7 6.9 57.4 59.7 7.4 69.9 24.1 0.1 66.7 25.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.7 40.7 6.9 57.4 59.7 7.4 69.9 24.1 0.1 66.7 25.3 0.1 Queue Length 50th (ft) 17 134 0 16 294 0 93 84 0 67 80 0 Queue Length 95th (ft) 46 194 36 43 377 40 152 157 0 119 153 0 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1037 529 291 515 505 288 892 807 288 872 791 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.08 0.40 0.16 0.07 0.71 0.18 0.39 0.18 0.03 0.28 0.18 0.02 Intersection Summary
2741
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 361 108 81 320 7 147 46 74 11 25 27 v/c Ratio 0.14 0.68 0.33 0.32 0.46 0.02 0.72 0.05 0.15 0.01 0.01 0.03 Control Delay 62.4 62.6 11.4 65.6 53.1 0.1 79.1 40.8 2.8 30.0 20.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.4 62.6 11.4 65.6 53.1 0.1 79.1 40.8 2.8 30.0 20.7 0.1 Queue Length 50th (ft) 15 165 0 36 144 0 131 16 0350
Queue Length 95th (ft) 34 212 53 64 188 0 198 34 14 10 16 0 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 867 464 610 877 473 314 884 479 1297 1813 866 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.42 0.23 0.13 0.36 0.01 0.47 0.05 0.15 0.01 0.01 0.03 Intersection Summary
2742
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 83 107 193 358 275 74
v/c Ratio 0.43 0.40 0.68 0.12 0.13 0.07
Control Delay 42.1 11.9 45.6 2.5 9.6 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.1 11.9 45.6 2.5 9.6 3.3
Queue Length 50th (ft) 43 0 98 18 32 0
Queue Length 95th (ft) 75 34 137 31 57 17
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 547 381 2910 2153 993
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.16 0.20 0.51 0.12 0.13 0.07
Intersection Summary
2743
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 441 265 23 410 79 132 426 49 46 269 29 v/c Ratio 0.21 0.83 0.44 0.21 0.78 0.15 0.72 0.23 0.06 0.40 0.16 0.04 Control Delay 72.1 63.7 10.8 72.3 59.7 0.7 85.7 22.8 0.1 77.3 26.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.1 63.7 10.8 72.3 59.7 0.7 85.7 22.8 0.1 77.3 26.8 0.1 Queue Length 50th (ft) 22 404 36 22 369 0 127 129 0 44 84 0 Queue Length 95th (ft) 54 504 106 54 464 2 195 191 0 88 136 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 553 624 309 533 542 369 1867 862 312 1684 802 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.06 0.80 0.42 0.07 0.77 0.15 0.36 0.23 0.06 0.15 0.16 0.04 Intersection Summary
2744
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 16 372 190 39 328 84 159 680 84 507 v/c Ratio 0.11 0.83 0.40 0.27 0.67 0.16 0.70 0.39 0.47 0.32 Control Delay 55.5 60.5 15.3 59.4 47.6 2.1 67.9 23.9 61.8 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.5 60.5 15.3 59.4 47.6 2.1 67.9 23.9 61.8 26.6 Queue Length 50th (ft) 12 287 40 30 208 0 125 196 66 146 Queue Length 95th (ft) 36 368 97 68 319 12 191 293 118 234 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 591 583 157 604 600 304 1764 231 1596 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.10 0.63 0.33 0.25 0.54 0.14 0.52 0.39 0.36 0.32 Intersection Summary
2745
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1670 534 1651 360 67 345
v/c Ratio 0.36 0.41 0.38 0.35 0.11 0.67
Control Delay 7.5 1.6 7.6 1.7 44.7 51.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.5 1.6 7.6 1.7 44.7 51.2
Queue Length 50th (ft) 136 0 144 0 25 141
Queue Length 95th (ft) 193 36 204 39 43 186
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4670 1302 4333 1034 1310 1088
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.36 0.41 0.38 0.35 0.05 0.32
Intersection Summary
2746
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1401 371 1540 190 512 698
v/c Ratio 0.49 0.35 0.36 0.19 0.30 0.70
Control Delay 18.1 2.2 16.1 2.2 32.7 38.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.1 2.2 16.1 2.2 32.7 38.2
Queue Length 50th (ft) 245 0 165 0 114 267
Queue Length 95th (ft) 283 42 186 32 146 347
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1070 4336 992 1704 997
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.48 0.35 0.36 0.19 0.30 0.70
Intersection Summary
2747
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 381 1425 315 329 1106 138 365 707 282 273 277 v/c Ratio 0.81 0.96 0.52 0.77 0.78 0.27 0.79 0.42 0.73 0.17 0.26 Control Delay 79.0 68.5 19.1 78.4 56.5 18.9 77.6 34.6 77.7 39.5 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.0 68.5 19.1 78.4 56.5 18.9 77.6 34.6 77.7 39.5 4.9 Queue Length 50th (ft) 195 521 88 169 381 37 187 170 145 73 0 Queue Length 95th (ft) 248 #682 196 217 453 100 236 221 191 105 39 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 559 1490 610 559 1424 502 677 1691 671 1617 1063 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.68 0.96 0.52 0.59 0.78 0.27 0.54 0.42 0.42 0.17 0.26 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2748
AGENDA ITEM NO. 6.

Queues Shepherd North Project
18: Fowler Avenue & Shepherd Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 24 291 79 49 253 135 115 125 77 116 133 v/c Ratio 0.25 0.50 0.24 0.44 0.72 0.37 0.68 0.12 0.08 0.69 0.13 Control Delay 74.3 59.3 11.9 79.9 68.6 25.1 85.2 19.0 4.4 85.3 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.3 59.3 11.9 79.9 68.6 25.1 85.2 19.0 4.4 85.3 18.5 Queue Length 50th (ft) 23 136 1 47 238 48 111 58 0 112 60 Queue Length 95th (ft) 55 176 47 92 317 107 174 117 30 176 120 Internal Link Dist (ft) 329 709 846 4328
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 810 422 369 429 424 369 1060 936 369 1042 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.36 0.19 0.13 0.59 0.32 0.31 0.12 0.08 0.31 0.13 Intersection Summary
2749
AGENDA ITEM NO. 6.

Queues Shepherd North Project
20: Fowler Avenue & Nees Avenue Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 12
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 33 421 41 244 36 179 297 68 37 221 40 v/c Ratio 0.33 0.67 0.38 0.69 0.09 0.74 0.26 0.07 0.36 0.24 0.05 Control Delay 62.5 45.5 63.4 55.2 0.5 67.1 15.3 1.8 63.3 21.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.5 45.5 63.4 55.2 0.5 67.1 15.3 1.8 63.3 21.8 0.1 Queue Length 50th (ft) 25 142 31 182 0 135 115 0 28 98 0 Queue Length 95th (ft) 59 184 68 255 0 202 214 14 63 193 0 Internal Link Dist (ft) 2573 510 742 2580
Turn Bay Length (ft) 230 140 25 200 85 25
Base Capacity (vph) 270 1035 268 543 529 283 1131 999 262 910 821 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.12 0.41 0.15 0.45 0.07 0.63 0.26 0.07 0.14 0.24 0.05 Intersection Summary
2750
AGENDA ITEM NO. 6.

Queues Shepherd North Project
21: Fowler Avenue & SR-168 WB Ramps Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Lane Group WBL WBR NBL NBT SBT
Lane Group Flow (vph) 167 16 453 777 609
v/c Ratio 0.58 0.05 0.75 0.31 0.37
Control Delay 45.9 0.3 41.9 7.7 16.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.9 0.3 41.9 7.7 16.4
Queue Length 50th (ft) 99 0 132 54 107
Queue Length 95th (ft) 157 0 206 217 180
Internal Link Dist (ft) 513 2784
Turn Bay Length (ft) 380 260
Base Capacity (vph) 418 453 797 2513 1652
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.40 0.04 0.57 0.31 0.37
Intersection Summary
2751
AGENDA ITEM NO. 6.

Queues Shepherd North Project
22: Fowler Avenue & SR-168 EB Ramps Existing (2022) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 14
Lane Group EBL EBR NBT SBL SBT
Lane Group Flow (vph) 324 609 1199 24 552
v/c Ratio 0.35 0.92 0.63 0.21 0.26
Control Delay 29.9 37.8 18.5 65.8 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 29.9 37.8 18.5 65.8 10.9
Queue Length 50th (ft) 82 193 229 14 58
Queue Length 95th (ft) 121 #414 403 m44 76
Internal Link Dist (ft) 367 513
Turn Bay Length (ft) 535 85
Base Capacity (vph) 999 685 1907 283 2122
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.32 0.89 0.63 0.08 0.26
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2752
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 78 171 272 108 580 149 847 22 63 866 86 v/c Ratio 0.57 0.27 0.38 0.68 0.94 0.83 0.48 0.04 0.49 0.56 0.16 Control Delay 75.5 34.0 5.2 80.1 65.2 94.0 36.6 0.1 72.5 41.9 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.5 34.0 5.2 80.1 65.2 94.0 36.6 0.1 72.5 41.9 2.7 Queue Length 50th (ft) 67 108 0 93 477 129 217 0 54 237 0 Queue Length 95th (ft) 120 175 63 154 #752 #240 273 0 101 284 18 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 643 724 199 620 192 1765 628 194 1534 547 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.43 0.27 0.38 0.54 0.94 0.78 0.48 0.04 0.32 0.56 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2753
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 441 311 332 660 241 424 996 347 274 1450 229 v/c Ratio 0.53 0.68 0.64 0.83 0.78 0.52 0.75 0.47 0.44 0.73 0.78 0.36 Control Delay 73.4 60.5 19.6 80.8 58.3 25.8 66.3 33.0 12.2 73.8 45.7 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.4 60.5 19.6 80.8 58.3 25.8 66.3 33.0 12.2 73.8 45.7 18.8 Queue Length 50th (ft) 58 207 60 159 305 93 198 250 63 131 452 70 Queue Length 95th (ft) 92 250 155 #221 360 172 252 339 175 175 #631 162 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 459 1069 644 426 1058 553 565 2110 787 454 1856 645 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.27 0.41 0.48 0.78 0.62 0.44 0.75 0.47 0.44 0.60 0.78 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2754
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 96 730 396 121 734 152 237 337 85 360 970 134 v/c Ratio 0.56 0.65 0.69 0.65 1.22 0.26 0.89 0.69 0.18 1.26 1.91 0.27 Control Delay 68.4 42.0 34.7 71.2 151.2 15.1 86.8 51.9 7.1 187.4 446.8 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.4 42.0 34.7 71.2 151.2 15.1 86.8 51.9 7.1 187.4 446.8 15.2 Queue Length 50th (ft) 80 275 207 100 ~742 35 196 257 0 ~380 ~1272 27 Queue Length 95th (ft) 134 367 349 160 #1043 94 #333 367 37 #576 #1527 81 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1129 577 283 602 574 285 487 476 285 507 497 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.65 0.69 0.43 1.22 0.26 0.83 0.69 0.18 1.26 1.91 0.27 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2755
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 120 734 228 260 603 180 127 214 159 173 649 311 v/c Ratio 0.48 0.89 0.51 0.93 0.70 0.36 0.73 0.16 0.23 0.40 0.45 0.45 Control Delay 68.7 65.0 27.9 102.2 53.2 11.5 84.6 28.5 4.8 59.3 31.4 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.7 65.0 27.9 102.2 53.2 11.5 84.6 28.5 4.8 59.3 31.4 20.9 Queue Length 50th (ft) 55 339 93 123 262 18 114 66 0 76 225 126 Queue Length 95th (ft) 88 #427 179 #210 334 83 183 96 46 115 292 219 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 276 851 457 279 876 508 209 1308 682 435 1429 698 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.43 0.86 0.50 0.93 0.69 0.35 0.61 0.16 0.23 0.40 0.45 0.45 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2756
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 90 254 308 468 987 321
v/c Ratio 0.45 0.63 0.61 0.17 0.64 0.45
Control Delay 41.9 12.4 32.6 3.0 21.5 12.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 12.4 32.6 3.0 21.5 12.6
Queue Length 50th (ft) 46 0 145 25 199 62
Queue Length 95th (ft) 88 64 224 48 304 150
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 640 503 2714 1541 706
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.40 0.61 0.17 0.64 0.45
Intersection Summary
2757
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 434 389 40 509 253 175 480 23 125 848 148 v/c Ratio 0.57 0.59 0.48 0.36 0.75 0.39 0.77 0.41 0.04 0.71 0.78 0.26 Control Delay 82.7 41.3 8.8 76.3 50.5 18.6 84.9 40.1 0.1 86.0 53.5 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.7 41.3 8.8 76.3 50.5 18.6 84.9 40.1 0.1 86.0 53.5 9.6 Queue Length 50th (ft) 74 343 43 38 433 82 168 190 0 121 397 10 Queue Length 95th (ft) 128 475 136 79 606 168 243 257 0 187 #545 68 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 731 806 309 680 654 362 1185 561 306 1092 568 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.21 0.59 0.48 0.13 0.75 0.39 0.48 0.41 0.04 0.41 0.78 0.26 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2758
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 316 210 50 452 118 303 640 176 1220 v/c Ratio 0.12 0.70 0.43 0.35 0.82 0.22 0.84 0.45 0.81 1.05 Control Delay 55.8 50.7 14.7 61.3 53.6 5.3 68.6 29.4 80.4 80.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.8 50.7 14.7 61.3 53.6 5.3 68.6 29.4 80.4 80.1 Queue Length 50th (ft) 13 245 44 39 324 0 227 188 138 ~590 Queue Length 95th (ft) 37 308 103 80 456 37 #444 286 #252 #790 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 571 575 155 595 579 362 1421 232 1167 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.11 0.55 0.37 0.32 0.76 0.20 0.84 0.45 0.76 1.05 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2759
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1313 956 2221 487 83 837
v/c Ratio 0.33 0.71 0.61 0.50 0.09 1.04
Control Delay 12.4 4.1 15.8 8.9 35.3 87.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.4 4.1 15.8 8.9 35.3 87.4
Queue Length 50th (ft) 146 0 407 208 26 ~421
Queue Length 95th (ft) 168 49 447 332 47 #563
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 3943 1341 3641 976 957 802
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.33 0.71 0.61 0.50 0.09 1.04
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2760
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1172 254 2239 101 528 663
v/c Ratio 0.39 0.25 0.50 0.10 0.35 0.70
Control Delay 13.5 1.6 16.4 2.4 35.4 35.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.5 1.6 16.4 2.4 35.4 35.9
Queue Length 50th (ft) 161 0 260 0 121 226
Queue Length 95th (ft) 182 26 285 24 155 305
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1030 4454 976 1520 941
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.39 0.25 0.50 0.10 0.35 0.70
Intersection Summary
2761
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 418 1006 391 211 1196 199 409 655 218 505 711 v/c Ratio 0.85 0.63 0.52 0.65 0.88 0.40 0.81 0.38 0.64 0.33 0.58 Control Delay 81.3 47.4 8.1 77.3 62.7 26.0 76.9 35.4 76.1 43.5 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.3 47.4 8.1 77.3 62.7 26.0 76.9 35.4 76.1 43.5 12.3 Queue Length 50th (ft) 214 316 20 108 431 81 209 164 112 146 71 Queue Length 95th (ft) 273 382 114 150 #525 163 260 211 154 191 152 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 548 1602 746 553 1364 497 664 1734 671 1541 1228 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.76 0.63 0.52 0.38 0.88 0.40 0.62 0.38 0.32 0.33 0.58 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2762
AGENDA ITEM NO. 6.

Queues Shepherd North Project
18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 55 709 294 78 480 402 209 104 42 356 573 v/c Ratio 0.48 0.58 0.50 0.58 0.69 0.63 0.80 0.24 0.10 0.95 1.06 Control Delay 81.0 42.6 31.5 83.8 46.8 35.8 83.8 49.0 1.1 93.7 103.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.0 42.6 31.5 83.8 46.8 35.8 83.8 49.0 1.1 93.7 103.1 Queue Length 50th (ft) 53 298 167 75 406 264 201 84 0 345 ~603 Queue Length 95th (ft) 100 376 269 129 553 395 279 140 4 #563 #965 Internal Link Dist (ft) 329 709 846 4328
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 1225 587 365 694 643 365 430 427 373 543 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.15 0.58 0.50 0.21 0.69 0.63 0.57 0.24 0.10 0.95 1.06 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2763
AGENDA ITEM NO. 6.

Queues Shepherd North Project
20: Fowler Avenue & Nees Avenue Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 12
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 23 410 104 335 41 170 163 72 101 687 87 v/c Ratio 0.25 0.67 0.62 0.74 0.09 0.72 0.18 0.09 0.61 0.81 0.11 Control Delay 60.9 46.2 67.4 52.5 0.4 66.0 20.8 3.0 67.2 40.4 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.9 46.2 67.4 52.5 0.4 66.0 20.8 3.0 67.2 40.4 5.3 Queue Length 50th (ft) 18 141 79 253 0 128 68 0 76 447 0 Queue Length 95th (ft) 45 183 133 328 0 194 142 20 131 #867 33 Internal Link Dist (ft) 2573 510 742 2580
Turn Bay Length (ft) 230 140 25 200 85 25
Base Capacity (vph) 238 1016 238 543 529 262 920 830 238 844 769 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.40 0.44 0.62 0.08 0.65 0.18 0.09 0.42 0.81 0.11 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2764
AGENDA ITEM NO. 6.

Queues Shepherd North Project
21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Lane Group WBL WBR NBL NBT SBT
Lane Group Flow (vph) 140 34 550 463 1002
v/c Ratio 0.52 0.10 0.79 0.18 0.59
Control Delay 45.7 0.6 50.4 5.6 15.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 0.6 50.4 5.6 15.6
Queue Length 50th (ft) 83 0 193 35 159
Queue Length 95th (ft) 137 0 247 88 270
Internal Link Dist (ft) 513 2784
Turn Bay Length (ft) 380 260
Base Capacity (vph) 427 461 810 2571 1694
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.33 0.07 0.68 0.18 0.59
Intersection Summary
2765
AGENDA ITEM NO. 6.

Queues Shepherd North Project
22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) NP - AM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 14
Lane Group EBL EBR NBT SBL SBT
Lane Group Flow (vph) 158 404 993 16 601
v/c Ratio 0.26 0.78 0.44 0.15 0.25
Control Delay 34.1 22.3 12.3 60.9 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.1 22.3 12.3 60.9 7.8
Queue Length 50th (ft) 45 71 121 11 60
Queue Length 95th (ft) 63 160 310 m22 83
Internal Link Dist (ft) 367 513
Turn Bay Length (ft) 535 85
Base Capacity (vph) 989 656 2255 283 2441
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.16 0.62 0.44 0.06 0.25
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2766
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 132 146 139 208 195 830 196 124 723 14 v/c Ratio 0.13 0.59 0.46 0.78 0.53 0.67 0.31 0.22 0.69 0.31 0.02 Control Delay 63.2 65.9 12.3 86.3 49.4 64.6 20.9 8.9 76.8 25.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.2 65.9 12.3 86.3 49.4 64.6 20.9 8.9 76.8 25.3 0.1 Queue Length 50th (ft) 12 112 0 119 143 163 151 31 107 146 0 Queue Length 95th (ft) 35 171 60 #206 235 242 223 92 169 208 0 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 619 203 592 292 2671 892 209 2334 773 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.22 0.24 0.68 0.35 0.67 0.31 0.22 0.59 0.31 0.02 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2767
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 282 719 412 376 634 316 312 1544 519 328 1118 220 v/c Ratio 0.74 0.77 0.74 0.88 0.63 0.56 0.78 0.90 0.76 0.80 0.65 0.36 Control Delay 74.4 55.6 33.1 84.9 48.5 23.7 76.2 55.1 33.1 77.1 44.7 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 55.6 33.1 84.9 48.5 23.7 76.2 55.1 33.1 77.1 44.7 18.4 Queue Length 50th (ft) 135 333 196 181 275 117 149 518 261 156 334 62 Queue Length 95th (ft) 181 384 306 #264 332 213 200 #700 #487 210 420 149 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 468 1090 623 439 1090 598 453 1707 679 453 1712 610 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.60 0.66 0.66 0.86 0.58 0.53 0.69 0.90 0.76 0.72 0.65 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2768
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 155 1003 234 86 918 227 337 732 116 171 542 116 v/c Ratio 0.72 0.85 0.40 0.51 1.60 0.41 1.17 1.31 0.22 0.76 1.10 0.24 Control Delay 72.8 48.9 22.4 67.0 311.0 24.5 154.4 191.1 11.9 75.2 116.5 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.8 48.9 22.4 67.0 311.0 24.5 154.4 191.1 11.9 75.2 116.5 12.4 Queue Length 50th (ft) 128 407 88 71 ~1103 88 ~337 ~798 15 141 ~518 15 Queue Length 95th (ft) 195 #553 170 123 #1424 174 #528 #1091 64 214 #742 64 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1179 589 291 573 551 288 557 538 288 491 486 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.54 0.85 0.40 0.30 1.60 0.41 1.17 1.31 0.22 0.59 1.10 0.24 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2769
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 201 803 172 246 877 155 234 712 292 143 287 169 v/c Ratio 0.64 0.76 0.32 0.69 0.80 0.27 0.86 0.81 0.61 0.21 0.28 0.31 Control Delay 70.6 50.5 16.4 71.1 50.9 13.6 85.0 57.8 34.6 49.2 40.9 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.6 50.5 16.4 71.1 50.9 13.6 85.0 57.8 34.6 49.2 40.9 16.6 Queue Length 50th (ft) 92 347 42 113 381 30 208 323 147 57 109 38 Queue Length 95th (ft) 131 434 107 155 471 88 #319 400 251 91 157 105 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 1054 541 610 1102 567 314 884 479 683 1040 546 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.76 0.32 0.40 0.80 0.27 0.75 0.81 0.61 0.21 0.28 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2770
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 167 117 179 1207 632 79
v/c Ratio 0.64 0.35 0.55 0.46 0.35 0.09
Control Delay 44.7 9.1 38.8 5.7 14.1 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.7 9.1 38.8 5.7 14.1 6.1
Queue Length 50th (ft) 85 0 88 110 101 6
Queue Length 95th (ft) 139 42 153 187 157 32
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 554 325 2619 1818 840
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.32 0.21 0.55 0.46 0.35 0.09
Intersection Summary
2771
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 628 439 35 499 373 349 886 51 117 569 53 v/c Ratio 0.66 0.84 0.56 0.32 0.76 0.59 0.96 0.72 0.08 0.69 0.67 0.11 Control Delay 84.4 53.6 17.8 75.1 52.9 30.0 97.6 47.8 0.3 85.2 56.8 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.4 53.6 17.8 75.1 52.9 30.0 97.6 47.8 0.3 85.2 56.8 0.5 Queue Length 50th (ft) 103 569 142 33 432 193 340 397 0 113 270 0 Queue Length 95th (ft) 164 #805 260 73 #642 323 #538 506 0 177 337 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 747 787 309 654 635 369 1227 602 312 849 470 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.29 0.84 0.56 0.11 0.76 0.59 0.95 0.72 0.08 0.38 0.67 0.11 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2772
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 25 435 201 41 365 133 284 1326 136 938 v/c Ratio 0.18 0.87 0.39 0.29 0.67 0.24 0.86 0.91 0.68 0.77 Control Delay 56.9 61.7 15.3 59.7 45.6 6.9 73.9 46.2 70.2 44.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.9 61.7 15.3 59.7 45.6 6.9 73.9 46.2 70.2 44.5 Queue Length 50th (ft) 19 335 45 32 268 3 216 544 108 387 Queue Length 95th (ft) 49 434 105 70 354 49 #401 #816 175 #526 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 593 585 157 608 603 335 1463 231 1211 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.16 0.73 0.34 0.26 0.60 0.22 0.85 0.91 0.59 0.77 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2773
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1865 615 2544 546 78 410
v/c Ratio 0.42 0.47 0.61 0.51 0.11 0.70
Control Delay 9.5 2.0 11.9 2.6 41.8 51.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.5 2.0 11.9 2.6 41.8 51.6
Queue Length 50th (ft) 183 0 323 0 28 173
Queue Length 95th (ft) 246 41 428 50 47 221
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4492 1298 4179 1065 1310 1083
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.42 0.47 0.61 0.51 0.06 0.38
Intersection Summary
2774
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1573 409 2341 221 812 988
v/c Ratio 0.54 0.38 0.54 0.22 0.49 1.04
Control Delay 18.2 2.2 18.0 2.1 36.4 81.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.2 2.2 18.0 2.1 36.4 81.5
Queue Length 50th (ft) 288 0 290 0 194 ~496
Queue Length 95th (ft) 330 44 315 35 236 #643
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1086 4336 1005 1643 948
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.54 0.38 0.54 0.22 0.49 1.04
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2775
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 661 1561 364 340 1482 217 634 961 343 388 472 v/c Ratio 1.18 1.06 0.59 0.78 1.15 0.47 0.95 0.59 0.78 0.29 0.44 Control Delay 153.4 92.5 23.4 78.2 126.3 32.1 86.6 42.4 78.0 47.2 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 153.4 92.5 23.4 78.2 126.3 32.1 86.6 42.4 78.0 47.2 5.0 Queue Length 50th (ft) ~412 ~632 127 174 ~642 109 329 274 176 117 0 Queue Length 95th (ft) #540 #793 252 222 #739 196 #445 341 224 151 48 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 559 1474 613 559 1292 463 677 1619 671 1319 1064 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.18 1.06 0.59 0.61 1.15 0.47 0.94 0.59 0.51 0.29 0.44 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2776
AGENDA ITEM NO. 6.

Queues Shepherd North Project
18: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 57 629 178 76 700 297 294 389 114 163 282 v/c Ratio 0.49 0.49 0.29 0.58 0.97 0.45 0.89 0.66 0.20 0.76 0.61 Control Delay 81.3 39.5 20.8 83.4 72.5 28.4 87.9 51.8 10.4 85.1 56.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.3 39.5 20.8 83.4 72.5 28.4 87.9 51.8 10.4 85.1 56.2 Queue Length 50th (ft) 55 250 67 73 ~684 161 280 330 10 157 246 Queue Length 95th (ft) 102 326 136 126 #1007 262 #415 480 60 229 354 Internal Link Dist (ft) 329 709 846 4328
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 1283 623 369 721 661 369 592 571 369 464 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.15 0.49 0.29 0.21 0.97 0.45 0.80 0.66 0.20 0.44 0.61 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2777
AGENDA ITEM NO. 6.

Queues Shepherd North Project
20: Fowler Avenue & Nees Avenue Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 12
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 79 532 62 401 111 180 548 71 63 351 66 v/c Ratio 0.55 0.56 0.49 0.84 0.23 0.78 0.62 0.09 0.50 0.48 0.10 Control Delay 66.5 35.9 65.6 57.6 9.6 72.8 32.6 3.3 65.9 34.1 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.5 35.9 65.6 57.6 9.6 72.8 32.6 3.3 65.9 34.1 3.3 Queue Length 50th (ft) 60 170 47 296 10 135 330 0 48 208 0 Queue Length 95th (ft) 108 203 91 377 50 #216 #644 21 93 363 18 Internal Link Dist (ft) 2573 510 742 2580
Turn Bay Length (ft) 230 140 25 200 85 25
Base Capacity (vph) 270 1075 268 557 540 271 880 798 262 731 678 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.29 0.49 0.23 0.72 0.21 0.66 0.62 0.09 0.24 0.48 0.10 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2778
AGENDA ITEM NO. 6.

Queues Shepherd North Project
21: Fowler Avenue & SR-168 WB Ramps Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Lane Group WBL WBR NBL NBT SBT
Lane Group Flow (vph) 180 19 488 876 767
v/c Ratio 0.60 0.05 0.77 0.35 0.48
Control Delay 45.8 0.3 39.4 9.6 19.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.8 0.3 39.4 9.6 19.1
Queue Length 50th (ft) 107 0 148 104 152
Queue Length 95th (ft) 166 0 219 256 246
Internal Link Dist (ft) 513 2784
Turn Bay Length (ft) 380 260
Base Capacity (vph) 418 453 797 2488 1599
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.43 0.04 0.61 0.35 0.48
Intersection Summary
2779
AGENDA ITEM NO. 6.

Queues Shepherd North Project
22: Fowler Avenue & SR-168 EB Ramps Cumulative Year (2046) NP - PM Peak Hour LSA Synchro 11 Report
02/09/2023 Page 14
Lane Group EBL EBR NBT SBL SBT
Lane Group Flow (vph) 368 661 1306 30 655
v/c Ratio 0.37 1.04 0.74 0.25 0.32
Control Delay 29.5 69.0 23.6 67.4 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 29.5 69.0 23.6 67.4 10.6
Queue Length 50th (ft) 95 ~334 351 20 63
Queue Length 95th (ft) 136 #556 468 m44 80
Internal Link Dist (ft) 367 513
Turn Bay Length (ft) 535 85
Base Capacity (vph) 999 637 1754 283 2052
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.37 1.04 0.74 0.11 0.32
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2780
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 85 158 257 20 220 106 739 20 57 743 94 v/c Ratio 0.66 0.36 0.45 0.19 0.70 0.65 0.27 0.02 0.46 0.30 0.12 Control Delay 84.3 45.9 7.3 64.9 60.5 76.4 19.6 0.1 71.7 22.7 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.3 45.9 7.3 64.9 60.5 76.4 19.6 0.1 71.7 22.7 2.3 Queue Length 50th (ft) 73 122 0 17 172 91 132 0 49 141 0 Queue Length 95th (ft) 114 154 36 40 209 129 164 0 82 176 10 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 141 600 684 160 580 199 2690 894 194 2499 815 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.26 0.38 0.13 0.38 0.53 0.27 0.02 0.29 0.30 0.12 Intersection Summary
2781
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 33 291 165 57 382 148 182 667 58 195 841 57 v/c Ratio 0.17 0.57 0.45 0.30 0.64 0.40 0.64 0.24 0.06 0.65 0.29 0.06 Control Delay 67.7 62.0 11.2 69.8 61.1 14.3 74.7 17.8 0.1 74.4 18.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.7 62.0 11.2 69.8 61.1 14.3 74.7 17.8 0.1 74.4 18.2 0.1 Queue Length 50th (ft) 15 136 0 27 183 14 87 118 0 93 153 0 Queue Length 95th (ft) 33 175 60 50 224 72 123 163 0 129 206 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 459 1069 593 426 1058 558 438 2827 922 447 2898 938 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.27 0.28 0.13 0.36 0.27 0.42 0.24 0.06 0.44 0.29 0.06 Intersection Summary
2782
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 436 181 101 440 108 151 179 65 123 189 35 v/c Ratio 0.26 0.47 0.38 0.58 0.80 0.20 0.71 0.25 0.10 0.65 0.28 0.05 Control Delay 60.4 41.4 19.8 69.2 53.5 9.1 72.6 32.5 3.2 71.1 34.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 41.4 19.8 69.2 53.5 9.1 72.6 32.5 3.2 71.1 34.3 0.2 Queue Length 50th (ft) 31 155 56 83 341 10 125 106 0 102 116 0 Queue Length 95th (ft) 64 190 107 129 404 43 176 175 13 150 188 0 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1022 515 283 554 536 285 705 649 285 682 637 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.43 0.35 0.36 0.79 0.20 0.53 0.25 0.10 0.43 0.28 0.05 Intersection Summary
2783
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 455 142 225 499 58 96 71 136 23 86 81 v/c Ratio 0.16 0.73 0.39 0.67 0.62 0.13 0.62 0.09 0.29 0.02 0.05 0.11 Control Delay 62.8 61.4 17.3 71.0 52.5 0.6 77.8 41.2 8.1 36.8 23.2 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.8 61.4 17.3 71.0 52.5 0.6 77.8 41.2 8.1 36.8 23.2 2.3 Queue Length 50th (ft) 17 209 26 103 225 0 86 26 0 7 21 0 Queue Length 95th (ft) 34 233 71 132 237 0 131 44 41 18 42 10 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 851 457 598 883 476 294 826 472 1054 1612 770 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.53 0.31 0.38 0.57 0.12 0.33 0.09 0.29 0.02 0.05 0.11 Intersection Summary
2784
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 99 292 346 308 454 249
v/c Ratio 0.47 0.66 0.71 0.11 0.29 0.33
Control Delay 42.1 12.3 36.2 3.0 17.0 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.1 12.3 36.2 3.0 17.0 6.1
Queue Length 50th (ft) 51 0 166 16 77 14
Queue Length 95th (ft) 78 33 194 27 110 44
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 667 487 2699 1558 753
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.19 0.44 0.71 0.11 0.29 0.33
Intersection Summary
2785
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 353 223 77 421 207 80 367 23 80 561 48 v/c Ratio 0.31 0.73 0.39 0.57 0.77 0.38 0.58 0.23 0.03 0.58 0.34 0.06 Control Delay 75.0 59.9 6.9 82.5 58.8 16.6 83.3 26.4 0.1 83.1 28.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.0 59.9 6.9 82.5 58.8 16.6 83.3 26.4 0.1 83.1 28.2 0.1 Queue Length 50th (ft) 33 309 0 74 378 54 77 114 0 77 186 0 Queue Length 95th (ft) 68 401 55 124 465 113 127 165 0 127 255 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 377 516 592 309 546 552 362 1622 729 306 1636 785 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.68 0.38 0.25 0.77 0.38 0.22 0.23 0.03 0.26 0.34 0.06 Intersection Summary
2786
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 303 172 49 461 100 143 414 142 802 v/c Ratio 0.11 0.67 0.37 0.34 0.84 0.19 0.69 0.28 0.71 0.54 Control Delay 55.5 49.7 13.3 61.0 55.6 7.9 70.5 25.6 72.7 31.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.5 49.7 13.3 61.0 55.6 7.9 70.5 25.6 72.7 31.6 Queue Length 50th (ft) 11 235 32 38 336 4 113 103 112 240 Queue Length 95th (ft) 34 291 82 79 459 42 178 175 180 378 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 561 155 593 554 252 1456 228 1489 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.53 0.31 0.32 0.78 0.18 0.57 0.28 0.62 0.54 Intersection Summary
2787
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1020 522 1848 408 70 776
v/c Ratio 0.25 0.44 0.50 0.43 0.08 0.97
Control Delay 11.1 2.1 13.9 8.1 36.0 68.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.1 2.1 13.9 8.1 36.0 68.4
Queue Length 50th (ft) 104 0 304 159 22 342
Queue Length 95th (ft) 123 41 338 251 42 #488
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4002 1184 3705 954 925 800
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.44 0.50 0.43 0.08 0.97
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2788
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 902 237 1852 88 504 553
v/c Ratio 0.30 0.23 0.42 0.09 0.33 0.54
Control Delay 12.7 1.6 15.2 2.5 35.2 21.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.7 1.6 15.2 2.5 35.2 21.6
Queue Length 50th (ft) 113 0 201 0 115 117
Queue Length 95th (ft) 131 25 223 22 148 180
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1023 4454 971 1520 1023
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.23 0.42 0.09 0.33 0.54
Intersection Summary
2789
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 284 895 230 159 1098 170 249 406 176 314 530 v/c Ratio 0.75 0.54 0.35 0.54 0.72 0.31 0.70 0.23 0.55 0.18 0.40 Control Delay 78.8 44.4 5.8 74.8 52.0 21.3 77.4 29.0 73.9 36.4 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.8 44.4 5.8 74.8 52.0 21.3 77.4 29.0 73.9 36.4 3.8 Queue Length 50th (ft) 146 271 0 80 364 58 128 85 89 80 0 Queue Length 95th (ft) 192 325 63 119 439 131 172 117 129 112 46 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 548 1643 666 553 1529 540 664 1754 671 1759 1312 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.52 0.54 0.35 0.29 0.72 0.31 0.38 0.23 0.26 0.18 0.40 Intersection Summary
2790
AGENDA ITEM NO. 6.

Queues Shepherd North Project
18: Fowler Avenue & Shepherd Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 21 316 53 38 299 385 164 96 35 193 166 v/c Ratio 0.22 0.42 0.14 0.37 0.70 0.83 0.76 0.11 0.04 0.80 0.19 Control Delay 73.5 51.7 3.8 77.8 60.6 50.9 85.2 27.9 0.1 84.8 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.5 51.7 3.8 77.8 60.6 50.9 85.2 27.9 0.1 84.8 26.0 Queue Length 50th (ft) 20 138 0 37 270 250 158 55 0 186 93 Queue Length 95th (ft) 50 173 16 76 344 351 230 115 0 263 177 Internal Link Dist (ft) 329 709 846 4328
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 872 440 365 467 492 365 885 794 325 888 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.36 0.12 0.10 0.64 0.78 0.45 0.11 0.04 0.59 0.19 Intersection Summary
2791
AGENDA ITEM NO. 6.

Queues Shepherd North Project
20: Fowler Avenue & Nees Avenue Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 12
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 22 315 79 296 36 121 150 40 34 248 35 v/c Ratio 0.24 0.53 0.55 0.76 0.09 0.64 0.13 0.04 0.34 0.26 0.04 Control Delay 60.7 40.3 66.5 57.9 0.4 66.3 15.0 0.1 62.6 20.6 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.7 40.3 66.5 57.9 0.4 66.3 15.0 0.1 62.6 20.6 0.1 Queue Length 50th (ft) 17 97 60 222 0 91 54 0 26 108 0
Queue Length 95th (ft) 44 136 108 298 0 149 114 0 59 208 0 Internal Link Dist (ft) 2573 510 742 2580
Turn Bay Length (ft) 230 140 25 200 85 25
Base Capacity (vph) 282 990 268 512 504 205 1112 983 238 963 864 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.32 0.29 0.58 0.07 0.59 0.13 0.04 0.14 0.26 0.04 Intersection Summary
2792
AGENDA ITEM NO. 6.

Queues Shepherd North Project
21: Fowler Avenue & SR-168 WB Ramps Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/11/2023 Page 1
Lane Group WBL WBR NBL NBT SBT
Lane Group Flow (vph) 137 32 507 442 741
v/c Ratio 0.52 0.10 0.78 0.17 0.43
Control Delay 45.7 0.6 50.0 4.0 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 0.6 50.0 4.0 10.9
Queue Length 50th (ft) 82 0 152 33 81
Queue Length 95th (ft) 135 0 230 50 154
Internal Link Dist (ft) 513 2784
Turn Bay Length (ft) 380 260
Base Capacity (vph) 427 461 753 2576 1736
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.32 0.07 0.67 0.17 0.43
Intersection Summary
2793
AGENDA ITEM NO. 6.

Queues Shepherd North Project
22: Fowler Avenue & SR-168 EB Ramps Existing (2022) WP - AM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 14
Lane Group EBL EBR NBT SBL SBT
Lane Group Flow (vph) 160 349 916 15 481
v/c Ratio 0.35 0.68 0.38 0.14 0.18
Control Delay 40.3 11.4 8.6 54.9 5.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 40.3 11.4 8.6 54.9 5.5
Queue Length 50th (ft) 48 0 87 10 40
Queue Length 95th (ft) 73 75 228 m25 66
Internal Link Dist (ft) 367 513
Turn Bay Length (ft) 535 85
Base Capacity (vph) 948 689 2418 235 2604
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.17 0.51 0.38 0.06 0.18
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2794
AGENDA ITEM NO. 6.

Shepherd North Project
Queuing and Blocking Report Existing (2022) WP - AM Peak Hour LSA SimTraffic Report
04/11/2023 Page 1
Intersection: 23: Sunnyside Avenue & Project Driveway 1 Movement WB
Directions Served LR
Maximum Queue (ft) 31
Average Queue (ft) 13
95th Queue (ft) 37
Link Distance (ft) 420
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2795
AGENDA ITEM NO. 6.

Shepherd North Project
Queuing and Blocking Report Existing (2022) WP - AM Peak Hour LSA SimTraffic Report
04/11/2023 Page 1
Intersection: 24: Sunnyside Avenue & Project Driveway 2 Movement WB
Directions Served LR
Maximum Queue (ft) 56
Average Queue (ft) 34
95th Queue (ft) 57
Link Distance (ft) 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2796
AGENDA ITEM NO. 6.

Shepherd North Project
Queuing and Blocking Report Existing (2022) WP - AM Peak Hour LSA SimTraffic Report
04/11/2023 Page 1
Intersection: 25: Shepherd Avenue & Project Driveway 3
Movement EB SB
Directions Served L R
Maximum Queue (ft) 54 61
Average Queue (ft) 20 35
95th Queue (ft) 48 55
Link Distance (ft) 361
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200
Storage Blk Time (%)
Queuing Penalty (veh)
2797
AGENDA ITEM NO. 6.

Shepherd North Project
Queuing and Blocking Report Existing (2022) WP - AM Peak Hour LSA SimTraffic Report
04/11/2023 Page 1
Intersection: 26: Project Driveway 4/Stanford Avenue & Perrin Road Movement EB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 31 55 49
Average Queue (ft) 1 26 9
95th Queue (ft) 11 48 33
Link Distance (ft) 439 369 209
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
2798
AGENDA ITEM NO. 6.

Queues Shepherd North Project
1: Willow Avenue & Behymer Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 13 51 92 35 124 136 536 27 47 443 11 v/c Ratio 0.12 0.25 0.33 0.32 0.52 0.67 0.16 0.02 0.40 0.15 0.01 Control Delay 63.0 56.2 7.8 68.0 57.9 73.0 11.2 0.0 70.3 14.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.0 56.2 7.8 68.0 57.9 73.0 11.2 0.0 70.3 14.8 0.0 Queue Length 50th (ft) 11 43 0 30 91 116 63 0 41 60 0
Queue Length 95th (ft) 34 78 28 65 153 177 109 0 79 104 0 Internal Link Dist (ft) 1692 5395 5238 2310
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 598 203 595 211 3395 1099 194 3021 965 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.08 0.15 0.17 0.21 0.64 0.16 0.02 0.24 0.15 0.01 Intersection Summary
2799
AGENDA ITEM NO. 6.

Queues Shepherd North Project
2: Willow Avenue & Shepherd Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 38 389 120 40 362 177 259 699 102 173 494 33 v/c Ratio 0.20 0.67 0.34 0.21 0.60 0.44 0.71 0.24 0.11 0.62 0.18 0.04 Control Delay 68.0 63.1 10.9 68.2 59.8 12.2 73.9 18.5 2.2 74.4 19.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.0 63.1 10.9 68.2 59.8 12.2 73.9 18.5 2.2 74.4 19.7 0.1 Queue Length 50th (ft) 18 184 1 19 168 10 124 126 0 82 90 0 Queue Length 95th (ft) 38 231 56 39 213 75 167 176 22 121 131 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 100 250 100 250 160 250 150
Base Capacity (vph) 468 1090 570 439 1090 596 453 2867 936 447 2717 891 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.36 0.21 0.09 0.33 0.30 0.57 0.24 0.11 0.39 0.18 0.04 Intersection Summary
2800
AGENDA ITEM NO. 6.

Queues Shepherd North Project
4: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 515 87 51 425 91 112 163 77 82 153 14 v/c Ratio 0.15 0.55 0.18 0.33 0.79 0.17 0.61 0.20 0.10 0.50 0.19 0.02 Control Delay 57.7 43.2 6.3 62.3 53.7 6.6 69.9 27.5 4.5 66.7 28.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.7 43.2 6.3 62.3 53.7 6.6 69.9 27.5 4.5 66.7 28.8 0.1 Queue Length 50th (ft) 17 194 0 41 336 0 93 89 0 67 85 0 Queue Length 95th (ft) 46 229 34 85 423 38 152 165 28 119 161 0 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1027 525 291 559 540 288 812 742 288 792 726 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.50 0.17 0.18 0.76 0.17 0.39 0.20 0.10 0.28 0.19 0.02 Intersection Summary
2801
AGENDA ITEM NO. 6.

Queues Shepherd North Project
5: Clovis Avenue & Shepherd Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 504 108 137 405 7 147 46 167 11 25 27 v/c Ratio 0.14 0.75 0.26 0.51 0.47 0.01 0.68 0.05 0.32 0.01 0.02 0.03 Control Delay 62.4 60.7 3.4 68.7 48.2 0.0 74.5 40.8 7.5 35.2 25.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.4 60.7 3.4 68.7 48.2 0.0 74.5 40.8 7.5 35.2 25.2 0.1 Queue Length 50th (ft) 15 231 0 63 180 0 130 16 0 3 6 0 Queue Length 95th (ft) 34 280 17 97 217 0 199 34 59 12 18 0 Internal Link Dist (ft) 1209 1573 1877 575
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 867 497 610 923 526 221 884 521 1141 1628 789 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.58 0.22 0.22 0.44 0.01 0.67 0.05 0.32 0.01 0.02 0.03 Intersection Summary
2802
AGENDA ITEM NO. 6.

Queues Shepherd North Project
6: Clovis Avenue & Teague Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 91 107 193 459 336 79
v/c Ratio 0.46 0.39 0.67 0.16 0.16 0.08
Control Delay 42.5 11.6 44.6 2.7 9.9 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.5 11.6 44.6 2.7 9.9 3.3
Queue Length 50th (ft) 47 0 98 24 41 0
Queue Length 95th (ft) 79 34 137 40 70 18
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 547 313 2898 2130 985
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.20 0.62 0.16 0.16 0.08
Intersection Summary
2803
AGENDA ITEM NO. 6.

Queues Shepherd North Project
7: Clovis Avenue & Nees Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 446 265 46 412 79 132 513 49 46 321 29 v/c Ratio 0.21 0.82 0.43 0.40 0.71 0.14 0.68 0.29 0.06 0.40 0.20 0.04 Control Delay 72.1 62.6 11.0 77.4 52.9 3.0 82.3 25.9 0.1 77.3 29.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.1 62.6 11.0 77.4 52.9 3.0 82.3 25.9 0.1 77.3 29.4 0.1 Queue Length 50th (ft) 22 408 38 44 369 0 125 161 0 44 106 0 Queue Length 95th (ft) 54 502 106 88 444 20 #216 243 0 88 160 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 560 626 333 588 565 193 1771 823 312 1568 724 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.80 0.42 0.14 0.70 0.14 0.68 0.29 0.06 0.15 0.20 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2804
AGENDA ITEM NO. 6.

Queues Shepherd North Project
8: Clovis Avenue & Alluvial Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 16 376 190 39 330 84 159 769 84 584 v/c Ratio 0.11 0.83 0.41 0.27 0.67 0.17 0.71 0.44 0.47 0.36 Control Delay 55.5 60.4 18.3 59.4 47.4 6.1 70.0 25.0 61.8 27.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.5 60.4 18.3 59.4 47.4 6.1 70.0 25.0 61.8 27.1 Queue Length 50th (ft) 12 290 52 30 208 0 125 231 66 174 Queue Length 95th (ft) 36 371 110 68 321 32 194 341 118 266 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 591 571 157 605 577 263 1760 231 1600 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.64 0.33 0.25 0.55 0.15 0.60 0.44 0.36 0.36 Intersection Summary
2805
AGENDA ITEM NO. 6.

Queues Shepherd North Project
9: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 8
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1677 534 1705 368 67 345
v/c Ratio 0.36 0.41 0.39 0.35 0.11 0.67
Control Delay 7.5 1.6 7.6 1.7 44.7 51.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.5 1.6 7.6 1.7 44.7 51.2
Queue Length 50th (ft) 138 0 149 0 25 141
Queue Length 95th (ft) 194 36 211 39 43 186
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4670 1302 4319 1037 1310 1088
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.41 0.39 0.35 0.05 0.32
Intersection Summary
2806
AGENDA ITEM NO. 6.

Queues Shepherd North Project
10: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 9
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1408 371 1603 190 512 761
v/c Ratio 0.49 0.35 0.38 0.19 0.30 0.77
Control Delay 18.0 2.2 16.2 2.2 32.8 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.0 2.2 16.2 2.2 32.8 41.3
Queue Length 50th (ft) 246 0 174 0 114 303
Queue Length 95th (ft) 284 42 195 32 146 390
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1070 4336 992 1697 994
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.35 0.37 0.19 0.30 0.77
Intersection Summary
2807
AGENDA ITEM NO. 6.

Queues Shepherd North Project
11: Clovis Avenue & Herndon Avenue Existing (2022) WP - PM Peak Hour LSA Synchro 11 Report
04/07/2023 Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 452 1425 315 329 1106 142 365 718 284 279 341 v/c Ratio 0.87 0.96 0.52 0.77 0.82 0.30 0.79 0.43 0.73 0.17 0.31 Control Delay 82.3 68.5 19.1 78.4 59.7 20.1 77.6 35.1 77.7 39.6 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.3 68.5 19.1 78.4 59.7 20.1 77.6 35.1 77.7 39.6 4.6 Queue Length 50th (ft) 231 521 88 169 393 42 187 175 146 75 0 Queue Length 95th (ft) 295 #682 196 217 453 104 236 226 192 106 42 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 559 1490 610 559 1352 481 677 1688 671 1617 1107 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.81 0.96 0.52 0.59 0.82 0.30 0.54 0.43 0.42 0.17 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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