Agenda packet — Clovis City Council, May 20, 2024 (part 11 of 13)

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. 2353
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1078 234 0 2071 93 486 0 604 0 0 0 Future Volume (veh/h) 0 1078 234 0 2071 93 486 0 604 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 2251 101 528 0 657
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 2251 101 528 0 657
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 22.6 3.6 10.7 0.0 28.2 Cycle Q Clear(g_c), s 0.0 16.1 0.0 0.0 22.6 3.6 10.7 0.0 28.2 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 0.77
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 40.6 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.2 0.1 0.6 0.0 6.6 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 6.2 0.0 0.0 7.8 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 47.2 LnGrp LOS A B A B B D A D
Approach Vol, veh/h 1172 2352 1185
Approach Delay, s/veh 14.9 16.0 41.9
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 24.6 30.2
Green Ext Time (p_c), s 34.6 49.9 6.7
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2354
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 382 936 364 196 1112 183 380 446 158 197 454 672 Future Volume (veh/h) 382 936 364 196 1112 183 380 446 158 197 454 672 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 1856 1856 1856 1870 1870 1870 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 411 1006 391 211 1196 197 409 480 170 212 488 723 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 458 1972 612 290 1734 538 461 1110 378 315 1305 703 Arrive On Green 0.13 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 1584 3456 3742 1274 3483 5147 2773 Grp Volume(v), veh/h 411 1006 391 211 1196 197 409 435 215 212 488 723 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1584 1728 1702 1612 1742 1716 1387 Q Serve(g_s), s 18.3 23.5 31.3 9.2 31.3 14.5 18.0 16.0 16.8 9.1 12.1 39.3 Cycle Q Clear(g_c), s 18.3 23.5 31.3 9.2 31.3 14.5 18.0 16.0 16.8 9.1 12.1 39.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.79 1.00 1.00
Lane Grp Cap(c), veh/h 458 1972 612 290 1734 538 461 1009 478 315 1305 703 V/C Ratio(X) 0.90 0.51 0.64 0.73 0.69 0.37 0.89 0.43 0.45 0.67 0.37 1.03 Avail Cap(c_a), veh/h 553 1972 612 557 1734 538 669 1009 478 674 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) 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.1 36.1 38.5 69.3 44.1 38.6 66.0 44.0 44.3 68.3 47.7 57.9 Incr Delay (d2), s/veh 12.3 0.8 4.4 1.3 2.3 1.9 7.7 1.3 3.0 0.9 0.8 41.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.8 9.9 12.9 4.2 13.7 6.0 8.5 7.0 7.2 4.1 5.4 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.4 36.9 42.8 70.6 46.4 40.5 73.7 45.3 47.3 69.2 48.5 99.2 LnGrp LOS E D D E D D E D D E D F
Approach Vol, veh/h 1808 1604 1059 1423
Approach Delay, s/veh 47.6 48.9 56.7 77.4
Approach LOS D D E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.7 58.6 19.0 51.7 18.0 66.3 25.7 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), s 25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s 20.3 33.3 11.1 18.8 11.2 33.3 20.0 41.3 Green Ext Time (p_c), s 0.4 3.6 0.4 2.8 0.3 3.7 0.6 0.0 Intersection Summary
HCM 6th Ctrl Delay 56.8
HCM 6th LOS E
2355
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
16: Baron Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 16
Intersection
Int Delay, s/veh 11.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 261 158 18 541 200 19
Future Vol, veh/h 261 158 18 541 200 19
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, % 3 34400
Mvmt Flow 284 172 20 588 217 21
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 456 0 998 370
Stage 1 - - - - 370 -
Stage 2 - - - - 628 -
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 - - 1094 - 273 680
Stage 1 - - - - 703 -
Stage 2 - - - - 536 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1094 - 266 680
Mov Cap-2 Maneuver - - - - 266 -
Stage 1 - - - - 703 -
Stage 2 - - - - 522 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 61.3

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 281 - - 1094 -
HCM Lane V/C Ratio 0.847 - - 0.018 -
HCM Control Delay (s) 61.3 - - 8.4 0
HCM Lane LOS F - - A A
HCM 95th %tile Q(veh) 7.1 - - 0.1 -
2356
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
17: Baron Avenue & Perrin Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 17
Intersection
Int Delay, s/veh 8.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 28 0 202 0 8 26 181 8 0
Future Vol, veh/h 0 0 0 28 0 202 0 8 26 181 8 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 00000000000
Mvmt Flow 0 0 0 30 0 220 0 9 28 197 9 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 536 440 9 426 426 23 9 0 0 37 0 0
Stage 1 403 403 - 23 23 -------
Stage 2 133 37 - 403 403 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
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 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 459 514 1079 542 524 1060 1624 - - 1587 - - Stage 1 628 603 - 1000 880 -------
Stage 2 875 868 - 628 603 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 329 450 1079 490 459 1060 1624 - - 1587 - - Mov Cap-2 Maneuver 329 450 - 490 459 -------
Stage 1 628 528 - 1000 880 -------
Stage 2 694 868 - 550 528 -------
Approach EB WB NB SB
HCM Control Delay, s 0 10.3 0 7.3

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1624 - - - 929 1587 - -
HCM Lane V/C Ratio ---- 0.269 0.124 - -
HCM Control Delay (s) 0 - - 0 10.3 7.6 0 -
HCM Lane LOS A - - ABAA -
HCM 95th %tile Q(veh) 0 - - - 1.1 0.4 - -
2357
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 18
Intersection
Intersection Delay, s/veh 781.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 222 743 195 69 739 99 112 86 51 332 441 479 Future Vol, veh/h 222 743 195 69 739 99 112 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, % 333111000000
Mvmt Flow 227 758 199 70 754 101 114 88 52 339 450 489
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 882.6 611.9 95.2 947.2

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 45% 19% 8% 27%
Vol Thru, % 35% 64% 81% 35%
Vol Right, % 20% 17% 11% 38%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 249 1160 907 1252
LT Vol 112 222 69 332
Through Vol 86 743 739 441
RT Vol 51 195 99 479
Lane Flow Rate 254 1184 926 1278
Geometry Grp 1111
Degree of Util (X) 0.675 2.847 2.22 3.014
Departure Headway (Hd) 36.788 19.453 22.179 15.409
Convergence, Y/N Yes Yes Yes Yes
Cap 102 201 176 256
Service Time 34.788 17.453 20.179 13.409
HCM Lane V/C Ratio 2.49 5.891 5.261 4.992
HCM Control Delay 95.2 882.6 611.9 947.2
HCM Lane LOS FFFF
HCM 95th-tile Q 3.4 46.9 29.4 63
2358
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 685 270 75 463 386 213 100 40 342 534 32 Future Volume (veh/h) 53 685 270 75 463 386 213 100 40 342 534 32 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 55 714 281 78 482 402 222 104 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 85 788 351 98 428 363 245 721 611 362 782 46 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.14 0.39 0.39 0.21 0.45 0.45 Sat Flow, veh/h 1781 3554 1585 1781 1870 1585 1781 1870 1585 1753 1720 102 Grp Volume(v), veh/h 55 714 281 78 482 402 222 104 42 356 0 589 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 4.5 29.4 25.2 6.5 34.3 34.3 18.4 5.4 2.5 30.3 0.0 39.1 Cycle Q Clear(g_c), s 4.5 29.4 25.2 6.5 34.3 34.3 18.4 5.4 2.5 30.3 0.0 39.1 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 85 788 351 98 428 363 245 721 611 362 0 828 V/C Ratio(X) 0.64 0.91 0.80 0.80 1.13 1.11 0.91 0.14 0.07 0.98 0.00 0.71 Avail Cap(c_a), veh/h 368 806 359 368 428 363 368 721 611 362 0 828 HCM Platoon Ratio 1.00 1.00 1.00 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 55.2 70.1 57.8 57.8 63.7 30.0 29.1 59.2 0.0 33.0 Incr Delay (d2), s/veh 3.0 14.3 13.2 5.5 82.8 80.0 14.2 0.4 0.2 42.4 0.0 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 14.8 11.4 3.1 26.1 21.8 9.3 2.6 1.0 17.7 0.0 18.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 71.1 68.4 75.5 140.7 137.8 77.9 30.4 29.3 101.6 0.0 38.1 LnGrp LOS E E E E F F E C C F A D
Approach Vol, veh/h 1050 962 368 945
Approach Delay, s/veh 70.5 134.2 59.0 62.1
Approach LOS E F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.6 73.9 11.2 40.3 35.0 63.5 12.2 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 20.4 41.1 6.5 36.3 32.3 7.4 8.5 31.4 Green Ext Time (p_c), s 0.2 0.0 0.1 0.0 0.0 0.7 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 85.3
HCM 6th LOS F
2359
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
20: Hammel Avenue & Project Dwy 1 Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 20
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 0 00000
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1 00000
Stage 1 0 -----
Stage 2 1 -----
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 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1027 -----
Mov Cap-2 Maneuver 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) -----
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) -----
2360
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
21: Hammel Avenue & Project Dwy 2 Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 21
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 0 00000
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1 00000
Stage 1 0 -----
Stage 2 1 -----
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 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1027 -----
Mov Cap-2 Maneuver 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) -----
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) -----
2361
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
22: Project Dwy 3 & Perrin Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 22
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 0 00000
Major/Minor Minor2 Major2
Conflicting Flow All 1 1 0 0
Stage 1 1 - - -
Stage 2 0 - - -
Critical Hdwy 6.5 6.2 4.1 -
Critical Hdwy Stg 1 5.5 - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy 4 3.3 2.2 -
Pot Cap-1 Maneuver 899 1090 - -
Stage 1 899 - - -
Stage 2 - - - -
Platoon blocked, % -
Mov Cap-1 Maneuver 0 1090 - -
Mov Cap-2 Maneuver 0 - - -
Stage 1 0 - - -
Stage 2 0 - - -
Approach EB WB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt EBLn1 WBL WBT
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) 0 0 -
HCM Lane LOS A A -
HCM 95th %tile Q(veh) - - -
2362
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
23: Baron Avenue & Project Dwy 4 Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 23
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 219 176 0
Future Vol, veh/h 0 0 0 219 176 0
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 0 0 0 238 191 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 429 191 191 0 - 0
Stage 1 191 -----
Stage 2 238 -----
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 587 856 1395 - - -
Stage 1 846 -----
Stage 2 806 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 587 856 1395 - - -
Mov Cap-2 Maneuver 587 -----
Stage 1 846 -----
Stage 2 806 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1395 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
2363
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
24: Baron Avenue & Project Dwy 5 Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 24
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 219 176 0
Future Vol, veh/h 0 0 0 219 176 0
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 0 0 0 238 191 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 429 191 191 0 - 0
Stage 1 191 -----
Stage 2 238 -----
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 587 856 1395 - - -
Stage 1 846 -----
Stage 2 806 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 587 856 1395 - - -
Mov Cap-2 Maneuver 587 -----
Stage 1 846 -----
Stage 2 806 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM 6th TWSC Tract Map 6343 Project
25: Baron Avenue & Project Dwy 6 Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 25
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 210 189 0
Future Vol, veh/h 0 0 0 210 189 0
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 0 0 0 228 205 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 433 205 205 0 - 0
Stage 1 205 -----
Stage 2 228 -----
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 584 841 1378 - - -
Stage 1 834 -----
Stage 2 815 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 584 841 1378 - - -
Mov Cap-2 Maneuver 584 -----
Stage 1 834 -----
Stage 2 815 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1378 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
2365
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 125 179 17 103 56 166 618 73 67 476 12 Future Volume (veh/h) 9 125 179 17 103 56 166 618 73 67 476 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 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 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 10 136 195 18 112 61 180 672 79 73 517 13 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, % 222222000111
Cap, veh/h 33 294 249 52 305 259 229 2182 973 100 3021 938 Arrive On Green 0.02 0.16 0.16 0.03 0.16 0.16 0.13 1.00 1.00 0.06 0.59 0.59 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3510 3610 1610 1795 5147 1598 Grp Volume(v), veh/h 10 136 195 18 112 61 180 672 79 73 517 13 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1755 1805 1610 1795 1716 1598 Q Serve(g_s), s 0.7 8.9 16.0 1.3 7.2 4.5 6.7 0.0 0.0 5.4 6.2 0.5 Cycle Q Clear(g_c), s 0.7 8.9 16.0 1.3 7.2 4.5 6.7 0.0 0.0 5.4 6.2 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 33 294 249 52 305 259 229 2182 973 100 3021 938 V/C Ratio(X) 0.30 0.46 0.78 0.35 0.37 0.24 0.78 0.31 0.08 0.73 0.17 0.01 Avail Cap(c_a), veh/h 203 612 519 211 612 519 356 2182 973 196 3021 938 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 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.4 51.7 54.7 64.3 50.3 49.2 57.8 0.0 0.0 62.8 12.8 11.6 Incr Delay (d2), s/veh 1.9 2.7 11.9 1.5 1.3 0.8 2.4 0.4 0.2 3.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.4 7.2 0.6 3.5 1.9 2.8 0.1 0.0 2.5 2.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 54.4 66.6 65.8 51.5 50.0 60.2 0.4 0.2 66.6 12.9 11.6 LnGrp LOS E D E E D D EAAEBB
Approach Vol, veh/h 341 191 931 603
Approach Delay, s/veh 61.7 52.4 11.9 19.4
Approach LOS E D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.1 85.0 7.1 27.8 12.8 87.3 7.9 27.0 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 13.7 39.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 8.7 8.2 2.7 9.2 7.4 2.0 3.3 18.0 Green Ext Time (p_c), s 0.1 7.9 0.0 1.5 0.0 12.2 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
2366
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 2: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 118 134 128 140 44 179 775 180 104 684 13 Future Volume (veh/h) 13 118 134 128 140 44 179 775 180 104 684 13 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 1900 1900 1900 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 14 128 146 139 152 48 195 842 196 113 743 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, % 0 00111000111
Cap, veh/h 44 216 183 163 232 73 197 2886 896 135 2690 815 Arrive On Green 0.02 0.11 0.11 0.09 0.17 0.17 0.11 0.56 0.56 0.15 1.00 1.00 Sat Flow, veh/h 1810 1900 1610 1795 1373 434 1810 5187 1610 1795 5147 1560 Grp Volume(v), veh/h 14 128 146 139 0 200 195 842 196 113 743 14 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 0 1807 1810 1729 1610 1795 1716 1560 Q Serve(g_s), s 1.0 8.6 11.9 10.3 0.0 14.0 14.5 11.6 8.3 8.3 0.0 0.0 Cycle Q Clear(g_c), s 1.0 8.6 11.9 10.3 0.0 14.0 14.5 11.6 8.3 8.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 44 216 183 163 0 305 197 2886 896 135 2690 815 V/C Ratio(X) 0.32 0.59 0.80 0.85 0.00 0.66 0.99 0.29 0.22 0.84 0.28 0.02 Avail Cap(c_a), veh/h 185 612 519 205 0 582 197 2886 896 196 2690 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.42 0.42 0.42 0.98 0.98 0.98 Uniform Delay (d), s/veh 64.8 56.9 58.3 60.5 0.0 52.5 60.1 15.9 15.1 56.5 0.0 0.0 Incr Delay (d2), s/veh 1.5 3.1 9.2 19.9 0.0 5.3 38.7 0.1 0.2 12.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 4.3 5.3 5.6 0.0 6.8 8.6 4.3 3.0 3.9 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 60.0 67.5 80.3 0.0 57.8 98.8 16.0 15.4 69.3 0.3 0.0 LnGrp LOS E E E F A E F BBEAA
Approach Vol, veh/h 288 339 1233 870
Approach Delay, s/veh 64.1 67.0 29.0 9.2
Approach LOS E E C A
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.0 76.3 9.5 29.3 15.5 80.8 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 2.0 3.0 16.0 10.3 13.6 12.3 13.9 Green Ext Time (p_c), s 0.0 12.6 0.0 2.3 0.0 14.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
2367
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 681 387 355 598 308 293 1451 492 327 1051 207 Future Volume (veh/h) 265 681 387 355 598 308 293 1451 492 327 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 282 724 412 378 636 328 312 1544 523 348 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 468 423 1171 522 361 1573 488 395 1615 494 Arrive On Green 0.09 0.29 0.29 0.12 0.32 0.32 0.10 0.30 0.30 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 282 724 412 378 636 328 312 1544 523 348 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 25.8 35.4 15.4 21.0 25.1 12.7 42.8 44.0 14.3 27.6 16.2 Cycle Q Clear(g_c), s 11.5 25.8 35.4 15.4 21.0 25.1 12.7 42.8 44.0 14.3 27.6 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 333 1048 468 423 1171 522 361 1573 488 395 1615 494 V/C Ratio(X) 0.85 0.69 0.88 0.89 0.54 0.63 0.86 0.98 1.07 0.88 0.69 0.45 Avail Cap(c_a), veh/h 470 1090 486 441 1171 522 453 1573 488 449 1615 494 HCM Platoon Ratio 1.00 1.00 1.00 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 45.7 49.1 62.9 40.2 41.6 64.0 50.1 50.5 63.3 43.6 39.7 Incr Delay (d2), s/veh 7.2 2.5 18.1 2.3 0.1 0.3 11.4 18.7 61.4 14.3 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 11.8 16.3 6.8 9.0 9.9 6.1 20.5 25.6 7.0 11.7 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.8 48.2 67.2 65.1 40.2 41.8 75.4 68.8 111.9 77.6 45.9 42.3 LnGrp LOS E D E E D D E E F E D D
Approach Vol, veh/h 1418 1342 2379 1686
Approach Delay, s/veh 58.4 47.6 79.2 52.0
Approach LOS E D E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.2 51.2 19.3 53.2 22.8 49.7 24.3 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), s 18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s 14.7 29.6 13.5 27.1 16.3 46.0 17.4 37.4 Green Ext Time (p_c), s 0.2 7.9 0.3 6.3 0.2 0.0 0.1 4.7 Intersection Summary
HCM 6th Ctrl Delay 61.9
HCM 6th LOS E
2368
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 4
Intersection
Int Delay, s/veh 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 2 155 0 2 0 174 254 37 0 268 30
Future Vol, veh/h 70 2 155 0 2 0 174 254 37 0 268 30
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 00222111111
Mvmt Flow 76 2 168 0 2 0 189 276 40 0 291 33
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 983 1002 308 1067 998 296 324 0 0 316 0 0 Stage 1 308 308 - 674 674 -------
Stage 2 675 694 - 393 324 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.11 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 -------
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.209 - - 2.209 - - Pot Cap-1 Maneuver 230 244 737 200 244 743 1241 - - 1250 - - Stage 1 706 664 - 444 454 -------
Stage 2 447 447 - 632 650 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 196 199 737 131 199 743 1241 - - 1250 - - Mov Cap-2 Maneuver 196 199 - 131 199 -------
Stage 1 575 664 - 361 370 -------
Stage 2 362 364 - 486 650 -------
Approach EB WB NB SB
HCM Control Delay, s 28.4 23.3 3.2 0

HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1241 - - 393 199 1250 - -
HCM Lane V/C Ratio 0.152 - - 0.628 0.011 - - -
HCM Control Delay (s) 8.4 0 - 28.4 23.3 0 - -
HCM Lane LOS A A - D C A - -
HCM 95th %tile Q(veh) 0.5 - - 4.1 0 0 - -
2369
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 5
Intersection
Intersection Delay, s/veh 243.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 357 101 18 208 154 149 430 28 193 254 3 Future Vol, veh/h 7 357 101 18 208 154 149 430 28 193 254 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, % 111000111111
Mvmt Flow 8 388 110 20 226 167 162 467 30 210 276 3
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 205.3 117.3 383.9 201.3

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 25% 2% 5% 43%
Vol Thru, % 71% 77% 55% 56%
Vol Right, % 5% 22% 41% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 607 465 380 450
LT Vol 149 7 18 193
Through Vol 430 357 208 254
RT Vol 28 101 154 3
Lane Flow Rate 660 505 413 489
Geometry Grp 1111
Degree of Util (X) 1.763 1.33 1.074 1.315
Departure Headway (Hd) 11.936 12.931 13.924 13.455
Convergence, Y/N Yes Yes Yes Yes
Cap 310 288 264 274
Service Time 9.936 10.931 11.924 11.455
HCM Lane V/C Ratio 2.129 1.753 1.564 1.785
HCM Control Delay 383.9 205.3 117.3 201.3
HCM Lane LOS FFFF
HCM 95th-tile Q 34.5 18.9 11.5 17.9
2370
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 959 218 91 870 211 313 681 126 159 504 108 Future Volume (veh/h) 144 959 218 91 870 211 313 681 126 159 504 108 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 1031 234 98 935 227 337 732 135 171 542 116 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 1004 448 149 497 421 290 705 597 197 608 515 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 1031 234 98 935 227 337 732 135 171 542 116 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 36.4 16.1 6.8 34.0 15.8 21.0 48.6 7.5 12.2 35.6 6.9 Cycle Q Clear(g_c), s 11.0 36.4 16.1 6.8 34.0 15.8 21.0 48.6 7.5 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 1004 448 149 497 421 290 705 597 197 608 515 V/C Ratio(X) 0.86 1.03 0.52 0.66 1.88 0.54 1.16 1.04 0.23 0.87 0.89 0.23 Avail Cap(c_a), veh/h 290 1004 448 292 497 421 290 705 597 290 608 515 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) 0.53 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 57.5 46.8 39.5 57.9 48.0 41.3 54.5 40.7 27.8 56.9 41.9 32.2 Incr Delay (d2), s/veh 4.2 28.0 0.8 1.9 404.3 2.0 104.1 44.2 0.9 12.1 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 19.4 6.2 3.1 71.2 6.3 17.6 30.1 2.9 6.2 19.4 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 74.8 40.3 59.8 452.3 43.3 158.6 84.9 28.7 69.1 59.8 33.2 LnGrp LOS E F D E F D F F C E E C
Approach Vol, veh/h 1420 1260 1204 829
Approach Delay, s/veh 67.7 348.1 99.2 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 14.7 42.4 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), s 21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 23.0 37.6 13.0 36.0 14.2 50.6 8.8 38.4 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 149.0
HCM 6th LOS F
2371
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 7
Intersection
Intersection Delay, s/veh401.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 332 80 46 226 112 178 522 139 176 384 10 Future Vol, veh/h 11 332 80 46 226 112 178 522 139 176 384 10 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 11000000000
Mvmt Flow 12 361 87 50 246 122 193 567 151 191 417 11
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 172.6 134.6 674.1 349.1

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 21% 3% 12% 31%
Vol Thru, % 62% 78% 59% 67%
Vol Right, % 17% 19% 29% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 839 423 384 570
LT Vol 178 11 46 176
Through Vol 522 332 226 384
RT Vol 139 80 112 10
Lane Flow Rate 912 460 417 620
Geometry Grp 1111
Degree of Util (X) 2.417 1.214 1.095 1.66
Departure Headway (Hd) 12.611 16.08 16.782 15.081
Convergence, Y/N Yes Yes Yes Yes
Cap 301 230 221 248
Service Time 10.611 14.08 14.782 13.081
HCM Lane V/C Ratio 3.03 2 1.887 2.5
HCM Control Delay 674.1 172.6 134.6 349.1
HCM Lane LOS FFFF
HCM 95th-tile Q 55.2 13.5 10.7 25.5
2372
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HCM 6th AWSC Tract Map 6343 Project
8: Clovis Avenue & Baron Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 8
Intersection
Intersection Delay, s/veh227.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 108 0 9 32 0 947 99 61 526 0
Future Vol, veh/h 0 0 0 108 0 9 32 0 947 99 61 526 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 000000022000
Mvmt Flow 0 0 0 117 0 10 35 0 1029 108 66 572 0
Number of Lanes 0 001011011120
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 16 365.6 15.8

HCM LOS C F C

Lane NBLn1 NBLn2 NBLn3WBLn1WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 947 99 108 9 61 263 263
LT Vol 0 0 0 108 0 61 0 0
Through Vol 32 947 0 0 0 0 263 263
RT Vol 0 0 99 0 9 0 0 0
Lane Flow Rate 35 1029 108 117 10 66 286 286
Geometry Grp 88888888
Degree of Util (X) 0.063 1.871 0.174 0.278 0.02 0.132 0.531 0.397 Departure Headway (Hd) 6.508 6.543 5.835 9.909 8.678 8.512 8.004 6.275 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 553 566 618 365 415 424 455 577
Service Time 4.217 4.252 3.544 7.609 6.378 6.212 5.704 3.975 HCM Lane V/C Ratio 0.063 1.818 0.175 0.321 0.024 0.156 0.629 0.496 HCM Control Delay 9.7 414.8 9.8 16.4 11.6 12.5 19.4 13
HCM Lane LOS A F A C B B C B
HCM 95th-tile Q 0.2 65.7 0.6 1.1 0.1 0.5 3 1.9
2373
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 899 163 287 914 102 222 495 366 109 165 107 Future Volume (veh/h) 101 899 163 287 914 102 222 495 366 109 165 107 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 106 946 172 302 962 107 234 521 385 115 174 113 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 245 870 387 357 990 442 258 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 106 946 172 302 962 107 234 521 385 115 174 113 Grp Sat Flow(s),veh/h/ln1742 1791 1594 1755 1805 1610 1810 1805 1610 1755 1805 1610 Q Serve(g_s), s 4.1 34.0 12.8 11.8 36.9 7.2 17.8 16.1 30.0 3.9 4.6 6.9 Cycle Q Clear(g_c), s 4.1 34.0 12.8 11.8 36.9 7.2 17.8 16.1 30.0 3.9 4.6 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 245 870 387 357 990 442 258 1147 511 612 1261 562 V/C Ratio(X) 0.43 1.09 0.44 0.85 0.97 0.24 0.91 0.45 0.75 0.19 0.14 0.20 Avail Cap(c_a), veh/h 607 870 387 612 990 442 315 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 0.89 0.89 0.89 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.4 53.0 45.0 61.8 50.3 39.5 59.1 38.1 42.8 49.3 31.1 31.9 Incr Delay (d2), s/veh 0.4 57.1 1.2 2.2 22.0 0.4 21.1 1.2 8.8 0.7 0.2 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/ln1.8 21.6 5.1 5.2 19.1 2.9 9.5 7.2 12.8 1.8 2.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.9 110.1 46.2 64.0 72.3 39.9 80.2 39.3 51.7 50.0 31.4 32.7 LnGrp LOS E F D E E D F DDDCC
Approach Vol, veh/h 1224 1371 1140 402
Approach Delay, s/veh 97.0 67.9 51.9 37.1
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.6 54.6 15.4 44.4 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), s 24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s 19.8 8.9 6.1 38.9 5.9 32.0 13.8 36.0 Green Ext Time (p_c), s 0.1 4.0 0.1 0.0 0.2 1.5 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 69.1
HCM 6th LOS E
2374
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 10: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 10
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 147 108 165 1025 531 69
Future Volume (veh/h) 147 108 165 1025 531 69
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 160 117 179 1114 577 75
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 11100
Cap, veh/h 205 182 169 2743 2255 1006
Arrive On Green 0.11 0.11 0.09 0.77 0.62 0.62
Sat Flow, veh/h 1795 1598 1795 3676 3705 1610
Grp Volume(v), veh/h 160 117 179 1114 577 75
Grp Sat Flow(s),veh/h/ln1795 1598 1795 1791 1805 1610
Q Serve(g_s), s 7.4 5.9 8.0 9.0 6.1 1.6
Cycle Q Clear(g_c), s 7.4 5.9 8.0 9.0 6.1 1.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 182 169 2743 2255 1006
V/C Ratio(X) 0.78 0.64 1.06 0.41 0.26 0.07
Avail Cap(c_a), veh/h 530 472 169 2743 2255 1006
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 36.6 36.0 38.5 3.4 7.1 6.3
Incr Delay (d2), s/veh 2.4 1.4 85.8 0.4 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.2 2.3 7.5 2.3 1.9 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 37.4 124.3 3.8 7.4 6.4
LnGrp LOS D D F A A A
Approach Vol, veh/h 277 1293 652
Approach Delay, s/veh 38.4 20.5 7.3
Approach LOS D C A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s12.0 58.4 70.4 14.6
Change Period (Y+Rc), s 4.0 5.3 5.3 4.9
Max Green Setting (Gmax), s 8.0 37.7 49.7 25.1
Max Q Clear Time (g_c+I1), s 10.0 8.1 11.0 9.4
Green Ext Time (p_c), s 0.0 5.3 13.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
2375
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 594 413 54 471 351 328 779 48 110 503 31 Future Volume (veh/h) 70 594 413 54 471 351 328 779 48 110 503 31 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 74 632 439 57 501 373 349 829 51 117 535 33 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 104 503 426 98 494 418 368 1718 748 140 1270 552 Arrive On Green 0.06 0.26 0.26 0.05 0.26 0.26 0.21 0.48 0.48 0.08 0.35 0.35 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1560 1810 3610 1568 Grp Volume(v), veh/h 74 632 439 57 501 373 349 829 51 117 535 33 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1560 1810 1805 1568 Q Serve(g_s), s 6.0 39.7 39.7 4.7 39.3 33.8 28.8 23.5 2.6 9.6 16.9 2.1 Cycle Q Clear(g_c), s 6.0 39.7 39.7 4.7 39.3 33.8 28.8 23.5 2.6 9.6 16.9 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 104 503 426 98 494 418 368 1718 748 140 1270 552 V/C Ratio(X) 0.71 1.26 1.03 0.58 1.01 0.89 0.95 0.48 0.07 0.84 0.42 0.06 Avail Cap(c_a), veh/h 374 503 426 311 494 418 371 1718 748 314 1270 552 HCM Platoon Ratio 1.00 1.00 1.00 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 0.49 0.49 0.49 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.5 55.1 55.1 69.3 55.4 53.3 58.8 26.4 21.0 68.3 37.0 32.2 Incr Delay (d2), s/veh 3.4 131.0 51.5 2.0 44.3 21.3 20.5 0.5 0.1 5.0 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 36.8 21.8 2.2 24.3 15.7 14.9 9.9 1.0 4.6 7.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.9 186.2 106.7 71.3 99.7 74.6 79.3 26.9 21.1 73.2 38.0 32.4 LnGrp LOS E F F E F E E C C E D C
Approach Vol, veh/h 1145 931 1229 685
Approach Delay, s/veh 148.4 87.9 41.5 43.8
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s34.8 58.1 12.6 44.6 15.6 77.2 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), s 31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s 30.8 18.9 8.0 41.3 11.6 25.5 6.7 41.7 Green Ext Time (p_c), s 0.0 4.7 0.1 0.0 0.1 6.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 83.4
HCM 6th LOS F
2376
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 404 185 38 338 122 261 1083 90 125 824 28 Future Volume (veh/h) 16 404 185 38 338 122 261 1083 90 125 824 28 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 17 439 201 41 367 133 284 1177 98 136 896 30 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 64 482 408 109 530 449 304 1458 121 172 1283 43 Arrive On Green 0.04 0.26 0.26 0.06 0.28 0.28 0.17 0.43 0.43 0.10 0.36 0.36 Sat Flow, veh/h 1795 1885 1596 1795 1885 1598 1810 3368 280 1810 3561 119 Grp Volume(v), veh/h 17 439 201 41 367 133 284 630 645 136 454 472 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1843 1810 1805 1875 Q Serve(g_s), s 1.2 28.2 13.4 2.7 21.7 8.2 19.4 38.0 38.2 9.2 26.9 26.9 Cycle Q Clear(g_c), s 1.2 28.2 13.4 2.7 21.7 8.2 19.4 38.0 38.2 9.2 26.9 26.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.06
Lane Grp Cap(c), veh/h 64 482 408 109 530 449 304 782 798 172 650 675 V/C Ratio(X) 0.27 0.91 0.49 0.38 0.69 0.30 0.93 0.81 0.81 0.79 0.70 0.70 Avail Cap(c_a), veh/h 158 593 502 158 593 502 304 782 798 232 650 675 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 0.78 0.78 0.78 Uniform Delay (d), s/veh 58.7 45.1 39.6 56.4 40.1 35.3 51.3 30.9 30.9 55.3 34.2 34.2 Incr Delay (d2), s/veh 0.8 15.3 0.6 0.8 3.1 0.4 34.3 8.7 8.6 6.9 4.8 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 14.8 5.2 1.2 10.2 3.2 11.4 17.5 17.9 4.4 12.2 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 60.4 40.2 57.2 43.3 35.6 85.6 39.6 39.6 62.2 39.0 38.8 LnGrp LOS E E D E D D F D D E D D
Approach Vol, veh/h 657 541 1559 1062
Approach Delay, s/veh 54.2 42.4 47.9 41.9
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 50.7 8.5 40.8 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), s 21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s 21.4 28.9 3.2 23.7 11.2 40.2 4.7 30.2 Green Ext Time (p_c), s 0.0 2.5 0.0 2.3 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
2377
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1846 609 0 2287 779 0 0 0 77 0 406 Future Volume (veh/h) 0 1846 609 0 2287 779 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 2561 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 3322 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 2561 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 33.1 0.0 2.4 0.0 18.2 Cycle Q Clear(g_c), s 0.0 26.0 40.3 0.0 33.1 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 3322 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 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.0 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 15.7 0.0 14.1 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 2561 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 35.1
Green Ext Time (p_c), s 25.2 4.9 32.5
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. 2378
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1526 397 0 2278 214 788 0 935 0 0 0 Future Volume (veh/h) 0 1526 397 0 2278 214 788 0 935 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 2348 221 812 0 964
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 2348 221 812 0 964
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 24.9 9.0 16.7 0.0 42.4 Cycle Q Clear(g_c), s 0.0 24.7 0.0 0.0 24.9 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 1.05
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 44.1 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 9.2 0.0 0.0 8.1 3.1 7.0 0.0 20.0 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 87.9 LnGrp LOS A B A B B D A F
Approach Vol, veh/h 1573 2569 1776
Approach Delay, s/veh 18.0 17.2 64.3
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 26.9 44.4
Green Ext Time (p_c), s 38.1 46.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2379
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 613 1499 349 326 1423 202 609 586 320 325 361 460 Future Volume (veh/h) 613 1499 349 326 1423 202 609 586 320 325 361 460 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 639 1561 364 340 1482 210 634 610 333 339 376 479 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 1152 527 390 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 639 1561 364 340 1482 210 634 610 333 339 376 479 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 17.5 27.6 22.1 27.6 14.8 9.1 24.2 Cycle Q Clear(g_c), s 25.0 47.0 31.9 14.9 39.3 17.5 27.6 22.1 27.6 14.8 9.1 24.2 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 562 1560 484 389 1305 405 673 1152 527 390 1305 703 V/C Ratio(X) 1.14 1.00 0.75 0.87 1.14 0.52 0.94 0.53 0.63 0.87 0.29 0.68 Avail Cap(c_a), veh/h 562 1560 484 562 1305 405 679 1152 527 674 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) 0.62 0.62 0.62 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 49.7 61.8 41.8 43.7 67.7 46.6 52.2 Incr Delay (d2), s/veh 75.3 18.0 6.6 7.7 70.9 4.7 21.2 1.7 5.7 2.5 0.6 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/ln16.8 22.3 13.3 6.9 25.2 7.4 14.1 9.6 11.4 6.6 3.9 8.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 140.3 72.0 55.3 75.5 128.8 54.4 83.0 43.6 49.3 70.2 47.1 57.5 LnGrp LOS F F E E F D F D D E D E
Approach Vol, veh/h 2564 2032 1577 1194
Approach Delay, s/veh 86.7 112.2 60.6 57.8
Approach LOS F F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s30.0 45.3 22.3 57.3 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), s 25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s 27.0 41.3 16.8 29.6 16.9 49.0 29.6 26.2 Green Ext Time (p_c), s 0.0 0.0 0.5 2.8 0.4 0.0 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 83.5
HCM 6th LOS F
2380
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
16: Baron Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 16
Intersection
Int Delay, s/veh 2.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 222 225 16 230 115 9
Future Vol, veh/h 222 225 16 230 115 9
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 94 94 94 94 94 94
Heavy Vehicles, % 1 10000
Mvmt Flow 236 239 17 245 122 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 475 0 635 356
Stage 1 - - - - 356 -
Stage 2 - - - - 279 -
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 - - 1098 - 446 693
Stage 1 - - - - 713 -
Stage 2 - - - - 773 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1098 - 438 693
Mov Cap-2 Maneuver - - - - 438 -
Stage 1 - - - - 713 -
Stage 2 - - - - 759 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 16.3

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 450 - - 1098 -
HCM Lane V/C Ratio 0.293 - - 0.016 -
HCM Control Delay (s) 16.3 - - 8.3 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 1.2 - - 0 -
2381
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
17: Baron Avenue & Perrin Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 17
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 0 105 0 11 89 249 8 0
Future Vol, veh/h 0 0 0 9 0 105 0 11 89 249 8 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 00000000000
Mvmt Flow 0 0 0 10 0 114 0 12 97 271 9 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 669 660 9 612 612 61 9 0 0 109 0 0 Stage 1 551 551 - 61 61 -------
Stage 2 118 109 - 551 551 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
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 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 374 386 1079 408 411 1010 1624 - - 1494 - - Stage 1 522 519 - 955 848 -------
Stage 2 891 809 - 522 519 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 285 316 1079 351 336 1010 1624 - - 1494 - - Mov Cap-2 Maneuver 285 316 - 351 336 -------
Stage 1 522 425 - 955 848 -------
Stage 2 790 809 - 427 425 -------
Approach EB WB NB SB
HCM Control Delay, s 0 9.8 0 7.7

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1624 - - - 880 1494 - -
HCM Lane V/C Ratio ---- 0.141 0.181 - -
HCM Control Delay (s) 0 - - 0 9.8 7.9 0 -
HCM Lane LOS A - - AAAA -
HCM 95th %tile Q(veh) 0 - - - 0.5 0.7 - -
2382
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 18
Intersection
Intersection Delay, s/veh 1124.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 428 901 162 64 920 334 182 300 76 168 187 386 Future Vol, veh/h 428 901 162 64 920 334 182 300 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 455 959 172 68 979 355 194 319 81 179 199 411 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 1523.5 1284.5 407.1 577.4

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 29% 5% 23%
Vol Thru, % 54% 60% 70% 25%
Vol Right, % 14% 11% 25% 52%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 558 1491 1318 741
LT Vol 182 428 64 168
Through Vol 300 901 920 187
RT Vol 76 162 334 386
Lane Flow Rate 594 1586 1402 788
Geometry Grp 1111
Degree of Util (X) 1.58 4.232 3.683 2.043
Departure Headway (Hd) 47.775 29.023 31.876 38.658
Convergence, Y/N Yes Yes Yes Yes
Cap 83 143 140 102
Service Time 45.775 27.023 29.876 36.658
HCM Lane V/C Ratio 7.157 11.091 10.014 7.725
HCM Control Delay 407.1 1523.5 1284.5 577.4
HCM Lane LOS FFFF
HCM 95th-tile Q 10 53.8 41.6 16.5
2383
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 601 161 72 669 282 319 370 108 155 241 38 Future Volume (veh/h) 54 601 161 72 669 282 319 370 108 155 241 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 57 633 169 76 704 297 336 389 114 163 254 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 87 794 354 96 427 362 356 923 783 186 628 99 Arrive On Green 0.05 0.22 0.22 0.05 0.23 0.23 0.20 0.49 0.49 0.10 0.40 0.40 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1598 1795 1589 250 Grp Volume(v), veh/h 57 633 169 76 704 297 336 389 114 163 0 294 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1795 1885 1598 1795 1885 1598 1795 0 1840 Q Serve(g_s), s 4.7 25.1 13.8 6.3 34.0 26.5 27.7 19.9 5.9 13.4 0.0 17.3 Cycle Q Clear(g_c), s 4.7 25.1 13.8 6.3 34.0 26.5 27.7 19.9 5.9 13.4 0.0 17.3 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 96 427 362 356 923 783 186 0 727 V/C Ratio(X) 0.66 0.80 0.48 0.79 1.65 0.82 0.94 0.42 0.15 0.87 0.00 0.40 Avail Cap(c_a), veh/h 371 812 362 371 427 362 371 923 783 371 0 727 HCM Platoon Ratio 1.00 1.00 1.00 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 55.2 50.8 70.2 58.0 55.1 59.3 24.6 21.0 66.2 0.0 32.7 Incr Delay (d2), s/veh 3.1 6.1 1.9 5.5 301.7 15.0 31.2 1.4 0.4 5.0 0.0 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 11.9 5.7 3.0 51.5 12.0 15.4 9.0 2.3 6.3 0.0 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.3 61.3 52.7 75.7 359.7 70.1 90.5 26.0 21.4 71.2 0.0 34.3 LnGrp LOS E E D E F E F C C E A C
Approach Vol, veh/h 859 1077 839 457
Approach Delay, s/veh 60.4 259.8 51.2 47.5
Approach LOS E F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s33.8 65.0 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 29.7 19.3 6.7 36.0 15.4 21.9 8.3 27.1 Green Ext Time (p_c), s 0.1 1.3 0.1 0.0 0.2 2.0 0.1 3.7 Intersection Summary
HCM 6th Ctrl Delay 122.6
HCM 6th LOS F
2384
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
20: Hammel Avenue & Project Dwy 1 Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 20
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 0 00000
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1 00000
Stage 1 0 -----
Stage 2 1 -----
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 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1027 -----
Mov Cap-2 Maneuver 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) -----
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) -----
2385
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
21: Hammel Avenue & Project Dwy 2 Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 21
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 0 00000
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1 00000
Stage 1 0 -----
Stage 2 1 -----
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 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1027 -----
Mov Cap-2 Maneuver 1027 -----
Stage 1 - -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) -----
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) -----
2386
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
22: Project Dwy 3 & Perrin Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 22
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 00000
Future Vol, veh/h 0 00000
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 00000
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 01021
Stage 1 - - - - 1 -
Stage 2 - - - - 1 -
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 - - 1635 - 1026 1090
Stage 1 - - - - 1028 -
Stage 2 - - - - 1028 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1635 - 1026 1090
Mov Cap-2 Maneuver - - - - 1026 -
Stage 1 - - - - 1028 -
Stage 2 - - - - 1028 -
Approach EB WB NB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1635 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
2387
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
23: Baron Avenue & Project Dwy 4 Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 23
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 124 241 0
Future Vol, veh/h 0 0 0 124 241 0
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 0 0 0 135 262 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 262 262 0 - 0
Stage 1 262 -----
Stage 2 135 -----
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 612 782 1314 - - -
Stage 1 786 -----
Stage 2 896 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 612 782 1314 - - -
Mov Cap-2 Maneuver 612 -----
Stage 1 786 -----
Stage 2 896 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1314 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
2388
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
24: Baron Avenue & Project Dwy 5 Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 24
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 124 241 0
Future Vol, veh/h 0 0 0 124 241 0
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 0 0 0 135 262 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 262 262 0 - 0
Stage 1 262 -----
Stage 2 135 -----
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 612 782 1314 - - -
Stage 1 786 -----
Stage 2 896 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 612 782 1314 - - -
Mov Cap-2 Maneuver 612 -----
Stage 1 786 -----
Stage 2 896 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM 6th TWSC Tract Map 6343 Project
25: Baron Avenue & Project Dwy 6 Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 25
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 116 257 0
Future Vol, veh/h 0 0 0 116 257 0
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 0 0 0 126 279 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 405 279 279 0 - 0
Stage 1 279 -----
Stage 2 126 -----
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 606 765 1295 - - -
Stage 1 773 -----
Stage 2 905 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 606 765 1295 - - -
Mov Cap-2 Maneuver 606 -----
Stage 1 773 -----
Stage 2 905 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1295 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
2390
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 93 235 42 447 77 455 452 28 65 615 90 Future Volume (veh/h) 23 93 235 42 447 77 455 452 28 65 615 90 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 1870 1870 1870 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 25 101 255 46 486 84 495 491 30 71 668 98 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, % 111222111222
Cap, veh/h 65 529 448 87 540 457 353 1654 738 98 2083 647 Arrive On Green 0.04 0.28 0.28 0.05 0.29 0.29 0.03 0.15 0.15 0.06 0.41 0.41 Sat Flow, veh/h 1795 1885 1598 1781 1870 1585 3483 3582 1598 1781 5106 1585 Grp Volume(v), veh/h 25 101 255 46 486 84 495 491 30 71 668 98 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1781 1870 1585 1742 1791 1598 1781 1702 1585 Q Serve(g_s), s 1.8 5.5 18.5 3.4 33.7 5.4 13.7 16.4 2.2 5.3 12.0 5.3 Cycle Q Clear(g_c), s 1.8 5.5 18.5 3.4 33.7 5.4 13.7 16.4 2.2 5.3 12.0 5.3 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 65 529 448 87 540 457 353 1654 738 98 2083 647 V/C Ratio(X) 0.39 0.19 0.57 0.53 0.90 0.18 1.40 0.30 0.04 0.72 0.32 0.15 Avail Cap(c_a), veh/h 205 617 523 211 612 519 353 1654 738 194 2083 647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 63.6 36.9 41.6 62.7 46.2 36.1 65.2 37.8 31.7 62.8 27.2 25.2 Incr Delay (d2), s/veh 1.4 0.4 2.7 1.9 16.3 0.3 194.2 0.4 0.1 3.7 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 2.6 7.6 1.6 18.1 2.1 15.9 7.9 0.9 2.4 4.8 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.0 37.3 44.3 64.6 62.5 36.4 259.5 38.2 31.8 66.5 27.6 25.7 LnGrp LOS E D D E E D F D C E C C
Approach Vol, veh/h 381 616 1016 837
Approach Delay, s/veh 43.8 59.1 145.8 30.7
Approach LOS D E F C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 60.8 9.5 44.8 12.7 68.0 10.6 43.7 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 13.7 39.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 15.7 14.0 3.8 35.7 7.3 18.4 5.4 20.5 Green Ext Time (p_c), s 0.0 10.4 0.0 3.3 0.0 6.4 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 79.6
HCM 6th LOS E
2391
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 2
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 0 00000000000
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, % 2 22333222111
Cap, veh/h 100 591 501 131 385 180 173 2003 622 97 1796 543 Arrive On Green 0.06 0.32 0.32 0.07 0.32 0.32 0.10 0.39 0.39 0.11 0.70 0.70 Sat Flow, veh/h 1781 1870 1585 1767 1195 560 1781 5106 1585 1795 5147 1557 Grp Volume(v), veh/h 78 171 272 108 0 583 149 882 22 64 878 86 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1767 0 1755 1781 1702 1585 1795 1716 1557 Q Serve(g_s), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 17.1 1.2 4.6 10.6 2.5 Cycle Q Clear(g_c), s 5.8 9.3 19.1 8.1 0.0 43.5 11.1 17.1 1.2 4.6 10.6 2.5 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 543 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 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 0.91 0.91 0.91 Uniform Delay (d), s/veh 62.9 34.8 38.1 61.6 0.0 45.8 60.1 30.1 25.3 59.0 14.9 13.6 Incr Delay (d2), s/veh 4.9 0.3 1.3 8.5 0.0 46.1 23.0 0.6 0.1 2.6 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/ln2.8 4.3 7.7 4.0 0.0 26.0 6.1 7.2 0.5 2.1 3.3 1.0 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 61.7 15.7 14.2 LnGrp LOS E D D E A F F C C E B B
Approach Vol, veh/h 521 691 1053 1028
Approach Delay, s/veh 42.3 88.4 38.0 18.5
Approach LOS D F D B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s18.4 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 12.6 7.8 45.5 6.6 19.1 10.1 21.1 Green Ext Time (p_c), s 0.0 14.7 0.0 0.0 0.0 11.8 0.1 2.4 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
2392
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 3
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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 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 189 872 389 384 1097 489 442 1892 587 336 1755 537 Arrive On Green 0.05 0.25 0.25 0.11 0.31 0.31 0.13 0.37 0.37 0.10 0.34 0.34 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1575 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 1575 Q Serve(g_s), s 5.0 16.1 26.7 14.1 24.8 21.3 17.8 22.2 25.9 11.7 37.5 16.3 Cycle Q Clear(g_c), s 5.0 16.1 26.7 14.1 24.8 21.3 17.8 22.2 25.9 11.7 37.5 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 189 872 389 384 1097 489 442 1892 587 336 1755 537 V/C Ratio(X) 0.64 0.52 0.80 0.88 0.64 0.56 0.96 0.53 0.59 0.85 0.83 0.43 Avail Cap(c_a), veh/h 462 1073 479 430 1097 489 442 1892 587 449 1755 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 47.3 51.3 63.4 42.9 41.7 62.8 35.4 36.6 64.5 43.8 36.8 Incr Delay (d2), s/veh 1.4 1.1 10.8 1.8 0.1 0.2 32.1 1.1 4.4 7.6 3.9 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/ln2.3 7.3 11.8 6.3 10.9 8.3 9.8 9.4 10.7 5.6 16.5 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 48.5 62.1 65.2 43.1 41.9 94.9 36.5 41.0 72.1 47.7 38.9 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 56.0 48.5 51.4 50.2
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 55.1 13.5 51.3 20.3 59.9 23.1 41.8 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), s 18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s 19.8 39.5 7.0 26.8 13.7 27.9 16.1 28.7 Green Ext Time (p_c), s 0.0 0.0 0.1 7.2 0.3 9.3 0.2 6.8 Intersection Summary
HCM 6th Ctrl Delay 51.0
HCM 6th LOS D
2393
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HCM 6th TWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 4
Intersection
Int Delay, s/veh 18.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 2 147 0 50 0 440 244 0 0 293 29
Future Vol, veh/h 5 2 147 0 50 0 440 244 0 0 293 29
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, % 3 33222444222
Mvmt Flow 5 2 160 0 54 0 478 265 0 0 318 32
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1582 1555 334 1636 1571 265 350 0 0 265 0 0 Stage 1 334 334 - 1221 1221 -------
Stage 2 1248 1221 - 415 350 -------
Critical Hdwy 7.13 6.53 6.23 7.12 6.52 6.22 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.13 5.53 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.12 5.52 -------
Follow-up Hdwy 3.527 4.027 3.327 3.518 4.018 3.318 2.236 - - 2.218 - - Pot Cap-1 Maneuver 88 112 706 81 110 774 1198 - - 1299 - - Stage 1 678 641 - 220 252 -------
Stage 2 211 251 - 615 633 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 12 60 706 39 59 774 1198 - - 1299 - - Mov Cap-2 Maneuver 12 60 - 39 59 -------
Stage 1 361 641 - 117 134 -------
Stage 2 67 134 - 474 633 -------
Approach EB WB NB SB
HCM Control Delay, s 51.5 208.3 6.4 0

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1198 - - 234 59 1299 - -
HCM Lane V/C Ratio 0.399 - - 0.715 0.921 - - -
HCM Control Delay (s) 10 0 - 51.5 208.3 0 - -
HCM Lane LOS A A - F F A - -
HCM 95th %tile Q(veh) 2 - - 4.8 4.2 0 - -
2394
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 5
Intersection
Intersection Delay, s/veh 460.3
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, % 333444444222
Mvmt Flow 3 145 104 47 572 413 125 292 13 180 640 9
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 51.1 676.2 118.6 493.6

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 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
2395
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 6
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 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 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 147 935 417 191 532 451 262 591 500 288 618 524 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 1598 1767 1856 1572 1781 1870 1585 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 1598 1767 1856 1572 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 6.7 25.9 31.7 11.9 37.3 9.9 17.0 19.6 6.0 21.0 42.9 8.0 Cycle Q Clear(g_c), s 6.7 25.9 31.7 11.9 37.3 9.9 17.0 19.6 6.0 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 147 935 417 191 532 451 262 591 500 288 618 524 V/C Ratio(X) 0.65 0.81 0.95 0.87 1.54 0.34 0.91 0.57 0.20 1.25 1.57 0.26 Avail Cap(c_a), veh/h 290 937 418 285 532 451 288 591 500 288 618 524 HCM Platoon Ratio 1.00 1.00 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 57.9 45.1 47.2 57.1 46.4 36.6 54.6 37.1 32.5 54.5 43.5 31.8 Incr Delay (d2), s/veh 1.4 4.5 26.5 11.4 252.4 0.7 27.2 4.0 0.9 138.4 264.2 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/ln3.1 12.1 15.6 5.9 54.4 3.9 9.6 9.6 0.1 20.5 65.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 49.6 73.7 68.5 298.7 37.3 81.8 41.1 33.4 192.9 307.7 33.0 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 58.0 230.4 54.3 254.3
Approach LOS E F D F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s23.1 48.9 14.7 43.3 25.0 47.0 18.0 39.9 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), s 21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 19.0 44.9 8.7 39.3 23.0 21.6 13.9 33.7 Green Ext Time (p_c), s 0.1 0.0 0.1 0.0 0.0 2.0 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 164.2
HCM 6th LOS F
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AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 7
Intersection
Intersection Delay, s/veh545.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 273 171 211 589 217 118 172 53 164 450 33 Future Vol, veh/h 18 273 171 211 589 217 118 172 53 164 450 33 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 33444000000
Mvmt Flow 20 297 186 229 640 236 128 187 58 178 489 36
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 219.2 902.6 120 441.5

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 34% 4% 21% 25%
Vol Thru, % 50% 59% 58% 70%
Vol Right, % 15% 37% 21% 5%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 343 462 1017 647
LT Vol 118 18 211 164
Through Vol 172 273 589 450
RT Vol 53 171 217 33
Lane Flow Rate 373 502 1105 703
Geometry Grp 1111
Degree of Util (X) 0.991 1.309 2.926 1.869
Departure Headway (Hd) 21.377 19.316 13.248 15.86
Convergence, Y/N Yes Yes Yes Yes
Cap 175 196 287 239
Service Time 19.377 17.316 11.248 13.86
HCM Lane V/C Ratio 2.131 2.561 3.85 2.941
HCM Control Delay 120 219.2 902.6 441.5
HCM Lane LOS FFFF
HCM 95th-tile Q 7.8 13.8 69.7 30
2397
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 8
Intersection
Intersection Delay, s/veh79.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 330 0 36 87 0 455 180 30 826 0 Future Vol, veh/h 0 0 0 330 0 36 87 0 455 180 30 826 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 000000099000
Mvmt Flow 0 0 0 359 0 39 95 0 495 196 33 898 0
Number of Lanes 0 001011011120
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 71.3 99.1 65.8

HCM LOS F F F

Lane NBLn1 NBLn2 NBLn3WBLn1WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 455 180 330 36 30 413 413
LT Vol 0 0 0 330 0 30 0 0
Through Vol 87 455 0 0 0 0 413 413
RT Vol 0 0 180 0 36 0 0 0
Lane Flow Rate 95 495 196 359 39 33 449 449
Geometry Grp 88888888
Degree of Util (X) 0.229 1.219 0.443 0.985 0.095 0.082 1.071 0.858 Departure Headway (Hd) 9.008 9.167 8.437 10.391 9.163 9.556 9.034 7.258 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 401 401 430 352 394 377 404 503
Service Time 6.708 6.867 6.137 8.091 6.863 7.256 6.734 4.958 HCM Lane V/C Ratio 0.237 1.234 0.456 1.02 0.099 0.088 1.111 0.893 HCM Control Delay 14.4 147.5 17.7 77.7 12.8 13.1 95.6 39.8 HCM Lane LOS B F C F B B F E
HCM 95th-tile Q 0.9 19.8 2.2 11 0.3 0.3 14.5 9
2398
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 9
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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 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 243 827 368 400 994 443 150 1064 475 588 1382 616 Arrive On Green 0.07 0.23 0.23 0.12 0.28 0.28 0.09 0.31 0.31 0.17 0.40 0.40 Sat Flow, veh/h 3428 3526 1568 3456 3554 1585 1711 3413 1522 3374 3469 1547 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 1568 1728 1777 1585 1711 1706 1522 1687 1735 1547 Q Serve(g_s), s 4.7 30.3 18.2 13.7 26.3 12.9 10.2 6.4 13.6 6.2 19.4 21.2 Cycle Q Clear(g_c), s 4.7 30.3 18.2 13.7 26.3 12.9 10.2 6.4 13.6 6.2 19.4 21.2 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 243 827 368 400 994 443 150 1064 475 588 1382 616 V/C Ratio(X) 0.49 0.94 0.62 0.86 0.74 0.41 0.85 0.20 0.40 0.29 0.47 0.50 Avail Cap(c_a), veh/h 598 831 370 627 994 443 298 1064 475 588 1382 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 52.6 48.0 60.8 45.8 41.0 62.9 35.4 37.8 50.3 31.2 31.7 Incr Delay (d2), s/veh 0.6 18.7 3.7 4.5 3.2 0.9 4.9 0.4 2.4 1.3 1.1 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 15.6 7.5 6.3 12.1 5.2 4.7 2.8 5.4 2.8 8.4 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 71.3 51.7 65.3 49.0 41.9 67.8 35.8 40.2 51.6 32.3 34.6 LnGrp LOS E E D E D D E DDDCC
Approach Vol, veh/h 1126 1259 529 1133
Approach Delay, s/veh 66.5 52.4 45.1 35.9
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.9 61.5 15.5 45.1 30.0 49.3 21.8 38.8 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), s 24.4 34.3 24.4 34.0 24.4 34.3 25.4 33.0 Max Q Clear Time (g_c+I1), s 12.2 23.2 6.7 28.3 8.2 15.6 15.7 32.3 Green Ext Time (p_c), s 0.1 8.1 0.2 3.4 0.3 3.7 0.5 0.5 Intersection Summary
HCM 6th Ctrl Delay 50.7
HCM 6th LOS D
2399
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 10
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 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 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 806
Arrive On Green 0.18 0.18 0.14 0.70 0.51 0.51
Sat Flow, veh/h 1795 1598 1781 3647 3647 1585
Grp Volume(v), veh/h 92 254 308 496 1065 327
Grp Sat Flow(s),veh/h/ln1795 1598 1781 1777 1777 1585
Q Serve(g_s), s 3.7 13.1 12.0 4.2 17.9 10.9
Cycle Q Clear(g_c), s 3.7 13.1 12.0 4.2 17.9 10.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 293 251 2476 1807 806
V/C Ratio(X) 0.28 0.87 1.22 0.20 0.59 0.41
Avail Cap(c_a), veh/h 530 472 251 2476 1807 806
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 0.76 0.76
Uniform Delay (d), s/veh 29.9 33.7 36.5 4.5 14.7 12.9
Incr Delay (d2), s/veh 0.2 5.6 131.2 0.2 1.1 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 5.4 14.3 1.3 6.9 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.1 39.3 167.7 4.7 15.7 14.1
LnGrp LOS C D F A B B
Approach Vol, veh/h 346 804 1392
Approach Delay, s/veh 36.8 67.2 15.3
Approach LOS D 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), s 12.0 33.7 49.7 25.1
Max Q Clear Time (g_c+I1), s 14.0 19.9 6.2 15.1
Green Ext Time (p_c), s 0.0 8.7 4.7 0.4
Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
2400
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 11
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 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 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 103 480 407 103 484 410 198 1688 735 148 1598 695 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 1585 1795 1885 1596 1767 3526 1535 1781 3554 1546 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 1585 1795 1885 1596 1767 1763 1535 1781 1777 1546 Q Serve(g_s), s 6.4 33.8 36.3 6.2 38.5 21.0 14.6 13.2 1.2 10.4 29.1 8.7 Cycle Q Clear(g_c), s 6.4 33.8 36.3 6.2 38.5 21.0 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 103 480 407 103 484 410 198 1688 735 148 1598 695 V/C Ratio(X) 0.75 0.91 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 368 483 409 323 484 410 365 1688 735 309 1598 695 HCM Platoon Ratio 1.00 1.00 1.00 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 54.0 54.9 69.5 55.8 49.3 65.6 23.8 20.7 67.8 30.7 25.1 Incr Delay (d2), s/veh 4.1 20.9 33.3 3.6 57.2 3.3 4.6 0.4 0.1 5.0 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 18.7 18.2 3.0 26.0 8.8 6.9 5.7 0.5 5.0 12.9 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 74.9 88.2 73.2 113.0 52.6 70.2 24.2 20.7 72.9 32.3 25.8 LnGrp LOS E E F E F D E C C E C C
Approach Vol, veh/h 901 840 706 1199
Approach Delay, s/veh 80.5 91.2 35.5 35.7
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 43.8 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 31.0 34.7 31.0 34.7 26.0 39.7 27.0 38.7 Max Q Clear Time (g_c+I1), s 16.6 31.1 8.4 40.5 12.4 15.2 8.2 38.3 Green Ext Time (p_c), s 0.2 2.6 0.1 0.0 0.1 5.3 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 59.5
HCM 6th LOS E
2401
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 12
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 62 435 368 117 502 426 297 1280 222 202 1286 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 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 20.0 15.0 3.4 29.4 7.4 21.0 16.7 16.8 12.1 45.3 45.5 Cycle Q Clear(g_c), s 1.2 20.0 15.0 3.4 29.4 7.4 21.0 16.7 16.8 12.1 45.3 45.5 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 62 435 368 117 502 426 297 754 748 202 667 688 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 0.99 Avail Cap(c_a), veh/h 153 574 486 157 588 498 297 754 748 230 667 688 HCM Platoon Ratio 1.00 1.00 1.00 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 36.1 52.0 25.2 25.3 54.6 38.8 38.9 Incr Delay (d2), s/veh 0.9 2.6 0.9 0.9 16.3 0.4 57.6 1.9 1.9 16.1 23.1 23.2 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 9.4 5.8 1.5 15.8 2.9 14.0 7.4 7.4 6.4 23.8 24.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 46.4 42.9 57.0 60.4 36.5 109.6 27.1 27.2 70.6 61.9 62.1 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 55.6 52.9 63.0
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), s 21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s 23.0 47.5 3.2 31.4 14.1 18.8 5.4 22.0 Green Ext Time (p_c), s 0.0 0.0 0.0 2.2 0.0 4.7 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 56.4
HCM 6th LOS E
2402
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 13
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 4017 989 0 3503 930 0 751
Arrive On Green 0.00 0.62 0.62 0.00 1.00 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 0.0 0.0 2.3 0.0 34.7
Cycle Q Clear(g_c), s 0.0 12.5 74.2 0.0 0.0 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 4017 989 0 3503 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 2.00 2.00 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 0.0 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 4.5 31.7 0.0 0.1 0.0 1.0 0.0 19.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.8 44.6 0.0 0.5 0.0 35.9 0.0 116.9 LnGrp LOS A B D A A D A F
Approach Vol, veh/h 2271 1792 920
Approach Delay, s/veh 25.6 0.5 109.6
Approach LOS C A F
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 88.0 42.0 88.0
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 2.0
Green Ext Time (p_c), s 4.9 0.0 66.6
Intersection Summary
HCM 6th Ctrl Delay 32.1
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. 2403
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 14
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 6.3 0.0 0.0 8.2 1.3 4.4 0.0 10.9 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 34.7 49.1 6.0
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. 2404
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 15
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 0.98 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 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 1972 612 290 1692 525 461 1114 374 315 1305 703 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 1584 3456 3759 1261 3483 5147 2773 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 1584 1728 1702 1615 1742 1716 1387 Q Serve(g_s), s 19.6 23.5 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 23.5 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 1972 612 290 1692 525 461 1009 479 315 1305 703 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 1.15 Avail Cap(c_a), veh/h 553 1972 612 557 1692 525 669 1009 479 674 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) 0.84 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 36.1 38.5 69.3 45.3 39.7 66.0 44.1 44.3 68.5 48.0 57.9 Incr Delay (d2), s/veh 14.2 0.8 4.3 1.3 2.5 2.1 7.7 1.4 3.1 1.1 0.9 83.6 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/ln9.6 9.9 12.9 4.2 13.9 6.2 8.5 7.1 7.3 4.3 5.7 21.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 36.9 42.7 70.6 47.8 41.8 73.7 45.4 47.4 69.6 48.9 141.5 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 56.7 100.3
Approach LOS D D E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 57.4 19.0 51.7 18.0 66.3 25.7 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), s 25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s 21.6 33.7 11.6 19.0 11.2 33.3 20.0 41.3 Green Ext Time (p_c), s 0.4 3.4 0.4 2.8 0.3 3.7 0.6 0.0 Intersection Summary
HCM 6th Ctrl Delay 63.5
HCM 6th LOS E
2405
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
16: Baron Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 16
Intersection
Int Delay, s/veh 17.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 261 166 19 541 225 22
Future Vol, veh/h 261 166 19 541 225 22
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, % 3 34400
Mvmt Flow 284 180 21 588 245 24
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 464 0 1004 374
Stage 1 - - - - 374 -
Stage 2 - - - - 630 -
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 - - 1087 - 270 677
Stage 1 - - - - 700 -
Stage 2 - - - - 535 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1087 - 262 677
Mov Cap-2 Maneuver - - - - 262 -
Stage 1 - - - - 700 -
Stage 2 - - - - 519 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 86.7

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 277 - - 1087 -
HCM Lane V/C Ratio 0.969 - - 0.019 -
HCM Control Delay (s) 86.7 - - 8.4 0
HCM Lane LOS F - - A A
HCM 95th %tile Q(veh) 9.5 - - 0.1 -
2406
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
17: Baron Avenue & Perrin Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 17
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 0 104 28 0 202 36 68 26 181 183 3
Future Vol, veh/h 9 0 104 28 0 202 36 68 26 181 183 3
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 00000000000
Mvmt Flow 10 0 113 30 0 220 39 74 28 197 199 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 871 775 201 817 762 88 202 0 0 102 0 0 Stage 1 595 595 - 166 166 -------
Stage 2 276 180 - 651 596 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
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 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 274 331 845 298 337 976 1382 - - 1503 - - Stage 1 494 496 - 841 765 -------
Stage 2 735 754 - 461 495 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 184 273 845 224 278 976 1382 - - 1503 - - Mov Cap-2 Maneuver 184 273 - 224 278 -------
Stage 1 479 423 - 816 742 -------
Stage 2 553 731 - 340 422 -------
Approach EB WB NB SB
HCM Control Delay, s 11.7 13.1 2.1 3.8

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1382 - - 657 693 1503 - -
HCM Lane V/C Ratio 0.028 - - 0.187 0.361 0.131 - -
HCM Control Delay (s) 7.7 0 - 11.7 13.1 7.8 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 0.7 1.6 0.5 - -
2407
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 18
Intersection
Intersection Delay, s/veh 803.1
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, % 333111000000
Mvmt Flow 227 790 208 70 765 101 117 88 52 339 450 489
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 929.9 627.9 99.3 951.7

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 46% 18% 8% 27%
Vol Thru, % 34% 65% 82% 35%
Vol Right, % 20% 17% 11% 38%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 252 1200 918 1252
LT Vol 115 222 69 332
Through Vol 86 774 750 441
RT Vol 51 204 99 479
Lane Flow Rate 257 1224 937 1278
Geometry Grp 1111
Degree of Util (X) 0.683 2.952 2.253 3.022
Departure Headway (Hd) 38.041 19.685 22.755 15.78
Convergence, Y/N Yes Yes Yes Yes
Cap 98 196 169 243
Service Time 36.041 17.685 20.755 13.78
HCM Lane V/C Ratio 2.622 6.245 5.544 5.259
HCM Control Delay 99.3 929.9 627.9 951.7
HCM Lane LOS FFFF
HCM 95th-tile Q 3.4 48.8 29.3 61.8
2408
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 19
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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 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 85 795 354 98 431 366 249 717 608 362 774 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 1585 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 1585 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 4.5 30.2 26.5 6.5 34.6 34.6 18.7 5.4 2.5 30.3 0.0 39.4 Cycle Q Clear(g_c), s 4.5 30.2 26.5 6.5 34.6 34.6 18.7 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 85 795 354 98 431 366 249 717 608 362 0 820 V/C Ratio(X) 0.64 0.92 0.83 0.80 1.13 1.10 0.91 0.15 0.07 0.98 0.00 0.72 Avail Cap(c_a), veh/h 368 806 359 368 431 366 368 717 608 362 0 820 HCM Platoon Ratio 1.00 1.00 1.00 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 55.5 70.1 57.7 57.7 63.5 30.2 29.3 59.2 0.0 33.5 Incr Delay (d2), s/veh 3.0 16.2 16.0 5.5 85.1 76.6 15.0 0.4 0.2 42.4 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/ln2.2 15.4 12.2 3.1 26.6 21.6 9.6 2.6 1.0 17.7 0.0 18.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.2 73.1 71.5 75.5 142.8 134.3 78.6 30.6 29.5 101.6 0.0 38.9 LnGrp LOS E E E E F F E C C F A D
Approach Vol, veh/h 1081 969 372 945
Approach Delay, s/veh 72.7 133.9 59.6 62.5
Approach LOS E F E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 73.2 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 20.7 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 0.7 0.1 1.3 Intersection Summary
HCM 6th Ctrl Delay 86.0
HCM 6th LOS F
2409
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
20: Hammel Avenue & Project Dwy 1 Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 20
Intersection
Int Delay, s/veh 5.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 00300
Future Vol, veh/h 9 00300
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 10 00300
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3 20030
Stage 1 2 -----
Stage 2 1 -----
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 1025 1088 - - 1632 -
Stage 1 1026 -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1025 1088 - - 1632 -
Mov Cap-2 Maneuver 1025 -----
Stage 1 1026 -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 8.5 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1025 1632 -
HCM Lane V/C Ratio - - 0.01 - -
HCM Control Delay (s) - - 8.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
2410
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
21: Hammel Avenue & Project Dwy 2 Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 21
Intersection
Int Delay, s/veh 5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 31 0 3 11 0 9
Future Vol, veh/h 31 0 3 11 0 9
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 34 0 3 12 0 10
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 19 9 0 0 15 0
Stage 1 9 -----
Stage 2 10 -----
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 1004 1079 - - 1616 -
Stage 1 1019 -----
Stage 2 1018 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1004 1079 - - 1616 -
Mov Cap-2 Maneuver 1004 -----
Stage 1 1019 -----
Stage 2 1018 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1004 1616 -
HCM Lane V/C Ratio - - 0.034 - -
HCM Control Delay (s) - - 8.7 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
2411
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
22: Project Dwy 3 & Perrin Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 22
Intersection
Int Delay, s/veh 5.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 40 0 25 14 0 74
Future Vol, veh/h 40 0 25 14 0 74
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 43 0 27 15 0 80
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 43 0 112 43
Stage 1 - - - - 43 -
Stage 2 - - - - 69 -
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 - - 1579 - 890 1033
Stage 1 - - - - 985 -
Stage 2 - - - - 959 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1579 - 875 1033
Mov Cap-2 Maneuver - - - - 875 -
Stage 1 - - - - 985 -
Stage 2 - - - - 943 -
Approach EB WB NB
HCM Control Delay, s 0 4.7 8.8

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1033 - - 1579 -
HCM Lane V/C Ratio 0.078 - - 0.017 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.1 -
2412
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
23: Baron Avenue & Project Dwy 4 Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 23
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 55 19 240 183 2
Future Vol, veh/h 6 55 19 240 183 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 00000
Mvmt Flow 7 60 21 261 199 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 503 200 201 0 - 0
Stage 1 200 -----
Stage 2 303 -----
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 532 846 1383 - - -
Stage 1 838 -----
Stage 2 754 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 522 846 1383 - - -
Mov Cap-2 Maneuver 522 -----
Stage 1 823 -----
Stage 2 754 -----
Approach EB NB SB
HCM Control Delay, s 9.9 0.6 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1383 - 797 - -
HCM Lane V/C Ratio 0.015 - 0.083 - -
HCM Control Delay (s) 7.6 0 9.9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
2413
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
24: Baron Avenue & Project Dwy 5 Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 24
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 58 20 253 236 2
Future Vol, veh/h 6 58 20 253 236 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 00000
Mvmt Flow 7 63 22 275 257 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 577 258 259 0 - 0
Stage 1 258 -----
Stage 2 319 -----
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 482 786 1317 - - -
Stage 1 790 -----
Stage 2 741 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 472 786 1317 - - -
Mov Cap-2 Maneuver 472 -----
Stage 1 774 -----
Stage 2 741 -----
Approach EB NB SB
HCM Control Delay, s 10.4 0.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1317 - 740 - -
HCM Lane V/C Ratio 0.017 - 0.094 - -
HCM Control Delay (s) 7.8 0 10.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
2414
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
25: Baron Avenue & Project Dwy 6 Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 25
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 61 21 258 306 2
Future Vol, veh/h 6 61 21 258 306 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 00000
Mvmt Flow 7 66 23 280 333 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 660 334 335 0 - 0
Stage 1 334 -----
Stage 2 326 -----
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 431 712 1236 - - -
Stage 1 730 -----
Stage 2 736 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 422 712 1236 - - -
Mov Cap-2 Maneuver 422 -----
Stage 1 714 -----
Stage 2 736 -----
Approach EB NB SB
HCM Control Delay, s 11 0.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1236 - 671 - -
HCM Lane V/C Ratio 0.018 - 0.109 - -
HCM Control Delay (s) 8 0 11 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
2415
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 125 196 17 103 56 176 626 73 67 490 12 Future Volume (veh/h) 9 125 196 17 103 56 176 626 73 67 490 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 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 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 10 136 213 18 112 61 191 680 79 73 533 13 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, % 222222000111
Cap, veh/h 33 316 267 52 327 277 242 2140 954 100 2943 913 Arrive On Green 0.02 0.17 0.17 0.03 0.17 0.17 0.09 0.79 0.79 0.06 0.57 0.57 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3510 3610 1610 1795 5147 1598 Grp Volume(v), veh/h 10 136 213 18 112 61 191 680 79 73 533 13 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1755 1805 1610 1795 1716 1598 Q Serve(g_s), s 0.7 8.8 17.4 1.3 7.1 4.5 7.2 7.2 1.5 5.4 6.7 0.5 Cycle Q Clear(g_c), s 0.7 8.8 17.4 1.3 7.1 4.5 7.2 7.2 1.5 5.4 6.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 33 316 267 52 327 277 242 2140 954 100 2943 913 V/C Ratio(X) 0.30 0.43 0.80 0.35 0.34 0.22 0.79 0.32 0.08 0.73 0.18 0.01 Avail Cap(c_a), veh/h 203 612 519 211 612 519 356 2140 954 196 2943 913 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 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.4 50.3 53.9 64.3 48.9 47.8 60.3 6.6 6.0 62.8 13.8 12.5 Incr Delay (d2), s/veh 1.9 2.2 11.9 1.5 1.1 0.7 3.8 0.4 0.2 3.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.3 7.8 0.6 3.4 1.8 3.2 2.4 0.6 2.5 2.5 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 52.5 65.8 65.8 49.9 48.5 64.1 7.0 6.1 66.6 13.9 12.5 LnGrp LOS E D E E D D EAAEBB
Approach Vol, veh/h 359 191 950 619
Approach Delay, s/veh 60.8 51.0 18.4 20.1
Approach LOS E D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 82.9 7.1 29.4 12.8 85.7 7.9 28.6 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 13.7 39.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 9.2 8.7 2.7 9.1 7.4 9.2 3.3 19.4 Green Ext Time (p_c), s 0.1 8.1 0.0 1.5 0.0 11.4 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
2416
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 2
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 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 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, % 0 00111000111
Cap, veh/h 44 216 183 163 222 82 197 2841 882 150 2689 815 Arrive On Green 0.02 0.11 0.11 0.09 0.17 0.17 0.11 0.55 0.55 0.17 1.00 1.00 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/ln1810 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 14.5 12.0 8.5 9.3 0.0 0.0 Cycle Q Clear(g_c), s 1.0 8.9 11.9 10.3 0.0 14.9 14.5 12.0 8.5 9.3 0.0 0.0 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 0 303 197 2841 882 150 2689 815 V/C Ratio(X) 0.32 0.61 0.80 0.85 0.00 0.70 0.99 0.30 0.22 0.85 0.28 0.02 Avail Cap(c_a), veh/h 185 612 519 205 0 579 197 2841 882 196 2689 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.37 0.37 0.37 0.97 0.97 0.97 Uniform Delay (d), s/veh 64.8 57.0 58.3 60.5 0.0 52.8 60.1 16.5 15.7 55.4 0.0 0.0 Incr Delay (d2), s/veh 1.5 3.3 9.1 19.9 0.0 6.3 36.2 0.1 0.2 19.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 4.4 5.3 5.6 0.0 7.3 8.5 4.5 3.1 4.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.3 60.3 67.4 80.3 0.0 59.1 96.2 16.6 15.9 74.4 0.3 0.0 LnGrp LOS E E E F A E F BBEAA
Approach Vol, veh/h 292 350 1244 904
Approach Delay, s/veh 64.1 67.5 29.0 10.8
Approach LOS E E C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.0 76.2 9.5 29.3 16.6 79.6 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 2.0 3.0 16.9 11.3 14.0 12.3 13.9 Green Ext Time (p_c), s 0.0 13.0 0.0 2.4 0.0 14.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C
2417
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 3
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), s 18.7 39.3 19.4 43.8 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s 14.7 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
2418
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 4
Intersection
Int Delay, s/veh 8.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 2 158 0 2 0 176 258 37 0 275 30
Future Vol, veh/h 70 2 158 0 2 0 176 258 37 0 275 30
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 00222111111
Mvmt Flow 76 2 172 0 2 0 191 280 40 0 299 33
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 999 1018 316 1085 1014 300 332 0 0 320 0 0 Stage 1 316 316 - 682 682 -------
Stage 2 683 702 - 403 332 -------
Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.11 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 -------
Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.209 - - 2.209 - - Pot Cap-1 Maneuver 224 239 729 194 239 740 1233 - - 1246 - - Stage 1 699 659 - 440 450 -------
Stage 2 442 443 - 624 644 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 190 194 729 126 194 740 1233 - - 1246 - - Mov Cap-2 Maneuver 190 194 - 126 194 -------
Stage 1 566 659 - 356 365 -------
Stage 2 356 359 - 475 644 -------
Approach EB WB NB SB
HCM Control Delay, s 29.9 23.8 3.2 0

HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1233 - - 386 194 1246 - -
HCM Lane V/C Ratio 0.155 - - 0.648 0.011 - - -
HCM Control Delay (s) 8.5 0 - 29.9 23.8 0 - -
HCM Lane LOS A A - D C A - -
HCM 95th %tile Q(veh) 0.5 - - 4.4 0 0 - -
2419
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 5
Intersection
Intersection Delay, s/veh 254.9
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, % 111000111111
Mvmt Flow 8 407 110 20 237 174 162 467 30 221 276 3
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 226.8 133.3 386.5 215.3

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 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
2420
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 6
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 181 999 446 151 497 421 290 705 597 197 608 515 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 181 999 446 151 497 421 290 705 597 197 608 515 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 290 999 446 292 497 421 290 705 597 290 608 515 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 44.2 1.2 12.1 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 6.2 19.4 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 84.9 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 97.6 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), s 21.0 34.0 21.0 34.0 21.0 34.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 23.0 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
2421
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 7
Intersection
Intersection Delay, s/veh406.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 360 80 46 243 112 178 522 139 176 384 10 Future Vol, veh/h 11 360 80 46 243 112 178 522 139 176 384 10 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 11000000000
Mvmt Flow 12 391 87 50 264 122 193 567 151 191 417 11
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 204 152.9 675.4 351.1

HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 21% 2% 11% 31%
Vol Thru, % 62% 80% 61% 67%
Vol Right, % 17% 18% 28% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 839 451 401 570
LT Vol 178 11 46 176
Through Vol 522 360 243 384
RT Vol 139 80 112 10
Lane Flow Rate 912 490 436 620
Geometry Grp 1111
Degree of Util (X) 2.417 1.295 1.145 1.66
Departure Headway (Hd) 13.1 16.409 17.311 15.724
Convergence, Y/N Yes Yes Yes Yes
Cap 292 225 214 235
Service Time 11.1 14.409 15.311 13.724
HCM Lane V/C Ratio 3.123 2.178 2.037 2.638
HCM Control Delay 675.4 204 152.9 351.1
HCM Lane LOS FFFF
HCM 95th-tile Q 53.3 15.1 11.5 24.7
2422
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 8
Intersection
Intersection Delay, s/veh277.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 296 0 9 32 0 947 416 61 526 0
Future Vol, veh/h 0 0 0 296 0 9 32 0 947 416 61 526 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 000000022000
Mvmt Flow 0 0 0 322 0 10 35 0 1029 452 66 572 0
Number of Lanes 0 001011011120
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 51.1 433.5 23.4

HCM LOS F F C

Lane NBLn1 NBLn2 NBLn3WBLn1WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 947 416 296 9 61 263 263
LT Vol 0 0 0 296 0 61 0 0
Through Vol 32 947 0 0 0 0 263 263
RT Vol 0 0 416 0 9 0 0 0
Lane Flow Rate 35 1029 452 322 10 66 286 286
Geometry Grp 88888888
Degree of Util (X) 0.078 2.313 0.925 0.848 0.023 0.165 0.67 0.535 Departure Headway (Hd) 8.056 8.091 7.367 10.883 9.661 10.09 9.57 7.805 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 445 453 493 335 373 358 380 466
Service Time 5.801 5.836 5.111 8.583 7.361 7.79 7.27 5.505 HCM Lane V/C Ratio 0.079 2.272 0.917 0.961 0.027 0.184 0.753 0.614 HCM Control Delay 11.5 615.7 51.3 52.3 12.6 14.8 29.7 19.1 HCM Lane LOS B F F F B B D C
HCM 95th-tile Q 0.3 77.6 10.9 7.6 0.1 0.6 4.7 3.1
2423
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 9
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 254 844 376 357 955 426 258 1172 523 612 1286 574 Arrive On Green 0.07 0.24 0.24 0.10 0.26 0.26 0.14 0.32 0.32 0.17 0.36 0.36 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 33.0 12.9 11.8 37.0 11.0 17.8 23.2 29.7 4.9 7.8 10.6 Cycle Q Clear(g_c), s 7.9 33.0 12.9 11.8 37.0 11.0 17.8 23.2 29.7 4.9 7.8 10.6 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 254 844 376 357 955 426 258 1172 523 612 1286 574 V/C Ratio(X) 0.79 1.12 0.46 0.85 1.01 0.36 0.91 0.61 0.74 0.23 0.22 0.29 Avail Cap(c_a), veh/h 607 844 376 637 955 426 315 1172 523 612 1286 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.8 53.5 45.8 61.8 51.5 41.9 59.1 39.8 42.0 49.8 31.5 32.4 Incr Delay (d2), s/veh 2.1 69.6 1.3 2.1 31.0 0.8 20.4 2.0 7.7 0.9 0.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 22.5 5.1 5.2 20.2 4.3 9.5 10.4 12.5 2.2 3.4 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.9 123.1 47.1 63.9 82.4 42.7 79.5 41.8 49.6 50.6 31.9 33.7 LnGrp LOS E F D E F D E DDDCC
Approach Vol, veh/h 1319 1419 1331 599
Approach Delay, s/veh 104.5 74.2 50.7 36.9
Approach LOS F E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.6 55.6 15.8 43.0 30.0 51.2 19.8 39.0 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), s 24.4 34.3 24.4 34.0 24.4 34.3 25.4 33.0 Max Q Clear Time (g_c+I1), s 19.8 12.6 9.9 39.0 6.9 31.7 13.8 35.0 Green Ext Time (p_c), s 0.1 6.2 0.3 0.0 0.2 2.0 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 71.3
HCM 6th LOS E
2424
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 10
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 8.8 3.1 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), s 7.0 38.7 49.7 25.1
Max Q Clear Time (g_c+I1), s 9.0 9.4 13.7 10.1
Green Ext Time (p_c), s 0.0 6.4 15.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
2425
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 11
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 130 503 426 98 467 395 368 1718 748 140 1270 552 Arrive On Green 0.07 0.26 0.26 0.05 0.25 0.25 0.21 0.48 0.48 0.08 0.35 0.35 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1560 1810 3610 1568 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 1568 Q Serve(g_s), s 8.8 39.7 39.7 4.7 37.1 34.4 28.8 29.1 2.6 9.6 20.2 3.4 Cycle Q Clear(g_c), s 8.8 39.7 39.7 4.7 37.1 34.4 28.8 29.1 2.6 9.6 20.2 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 98 467 395 368 1718 748 140 1270 552 V/C Ratio(X) 0.83 1.26 1.03 0.58 1.07 0.94 0.95 0.57 0.07 0.84 0.49 0.10 Avail Cap(c_a), veh/h 374 503 426 311 467 395 371 1718 748 314 1270 552 HCM Platoon Ratio 1.00 1.00 1.00 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 58.8 27.9 21.0 68.3 38.1 32.6 Incr Delay (d2), s/veh 5.0 131.0 51.5 2.0 62.8 31.6 15.2 0.4 0.1 5.0 1.3 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 14.4 12.2 1.0 4.6 9.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.7 186.2 106.7 71.3 119.3 87.0 74.0 28.3 21.1 73.2 39.4 33.0 LnGrp LOS E F F E F F E C C E D C
Approach Vol, veh/h 1178 931 1373 791
Approach Delay, s/veh 146.3 103.4 39.7 44.0
Approach LOS F F D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s34.8 58.1 14.7 42.4 15.6 77.2 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), s 31.0 34.7 31.0 34.7 26.0 39.7 26.0 39.7 Max Q Clear Time (g_c+I1), s 30.8 22.2 10.8 39.1 11.6 31.1 6.7 41.7 Green Ext Time (p_c), s 0.0 4.8 0.1 0.0 0.1 5.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 83.8
HCM 6th LOS F
2426
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 12
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 0.71 0.71 0.71 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 6.3 6.1 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 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 61.6 41.4 41.2 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 43.7
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), s 21.0 34.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s 21.4 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 49.7
HCM 6th LOS D
2427
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 13
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. 2428
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 14
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. 2429
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 15
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), s 25.0 39.0 30.0 39.3 25.0 39.0 30.0 39.3 Max Q Clear Time (g_c+I1), s 27.0 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
2430
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
16: Baron Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 16
Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 222 253 19 230 132 11
Future Vol, veh/h 222 253 19 230 132 11
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 94 94 94 94 94 94
Heavy Vehicles, % 1 10000
Mvmt Flow 236 269 20 245 140 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 505 0 656 371
Stage 1 - - - - 371 -
Stage 2 - - - - 285 -
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 - - 1070 - 433 679
Stage 1 - - - - 702 -
Stage 2 - - - - 768 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1070 - 423 679
Mov Cap-2 Maneuver - - - - 423 -
Stage 1 - - - - 702 -
Stage 2 - - - - 751 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 17.6

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 436 - - 1070 -
HCM Lane V/C Ratio 0.349 - - 0.019 -
HCM Control Delay (s) 17.6 - - 8.4 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 1.5 - - 0.1 -
2431
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
17: Baron Avenue & Perrin Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 17
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 6 0 70 9 0 105 118 209 89 249 126 10 Future Vol, veh/h 6 0 70 9 0 105 118 209 89 249 126 10
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 00000000000
Mvmt Flow 7 0 76 10 0 114 128 227 97 271 137 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1274 1265 143 1255 1222 276 148 0 0 324 0 0 Stage 1 685 685 - 532 532 -------
Stage 2 589 580 - 723 690 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
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 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 145 171 910 150 181 768 1446 - - 1247 - - Stage 1 441 451 - 535 529 -------
Stage 2 498 503 - 421 449 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 93 116 910 103 123 768 1446 - - 1247 - - Mov Cap-2 Maneuver 93 116 - 103 123 -------
Stage 1 393 344 - 477 471 -------
Stage 2 378 448 - 294 343 -------
Approach EB WB NB SB
HCM Control Delay, s 12.9 14.3 2.2 5.6

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1446 - - 537 509 1247 - -
HCM Lane V/C Ratio 0.089 - - 0.154 0.243 0.217 - -
HCM Control Delay (s) 7.7 0 - 12.9 14.3 8.7 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0.3 - - 0.5 0.9 0.8 - -
2432
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 18
Intersection
Intersection Delay, s/veh 1157.4
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 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 1559.3 1330.4 422.4 581.4

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 34% 28% 5% 23%
Vol Thru, % 53% 61% 71% 25%
Vol Right, % 13% 11% 25% 52%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 568 1518 1353 741
LT Vol 192 428 64 168
Through Vol 300 922 955 187
RT Vol 76 168 334 386
Lane Flow Rate 604 1615 1439 788
Geometry Grp 1111
Degree of Util (X) 1.609 4.308 3.782 2.043
Departure Headway (Hd) 49.167 29.842 32.612 40.278
Convergence, Y/N Yes Yes Yes Yes
Cap 85 145 130 102
Service Time 47.167 27.842 30.612 38.278
HCM Lane V/C Ratio 7.106 11.138 11.069 7.725
HCM Control Delay 422.4 1559.3 1330.4 581.4
HCM Lane LOS FFFF
HCM 95th-tile Q 10 53.5 42.1 15.9
2433
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 19
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 87 794 354 96 427 362 370 923 783 186 616 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 1598 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 1598 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 96 427 362 370 923 783 186 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 371 812 362 371 427 362 371 923 783 371 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/ln2.2 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 1 2345678
Phs Duration (G+Y+Rc), s34.9 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
2434
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
20: Hammel Avenue & Project Dwy 1 Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 20
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 6 0 0 10 0 0
Future Vol, veh/h 6 0 0 10 0 0
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 7 0 0 11 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 7 6 0 0 11 0
Stage 1 6 -----
Stage 2 1 -----
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 1019 1083 - - 1621 -
Stage 1 1022 -----
Stage 2 1028 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1019 1083 - - 1621 -
Mov Cap-2 Maneuver 1019 -----
Stage 1 1022 -----
Stage 2 1028 -----
Approach WB NB SB
HCM Control Delay, s 8.6 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1019 1621 -
HCM Lane V/C Ratio - - 0.006 - -
HCM Control Delay (s) - - 8.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
2435
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
21: Hammel Avenue & Project Dwy 2 Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 21
Intersection
Int Delay, s/veh 2.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 21 0 10 35 0 6
Future Vol, veh/h 21 0 10 35 0 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 00000
Mvmt Flow 23 0 11 38 0 7
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 37 30 0 0 49 0
Stage 1 30 -----
Stage 2 7 -----
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 981 1050 - - 1571 -
Stage 1 998 -----
Stage 2 1021 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 981 1050 - - 1571 -
Mov Cap-2 Maneuver 981 -----
Stage 1 998 -----
Stage 2 1021 -----
Approach WB NB SB
HCM Control Delay, s 8.8 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 981 1571 -
HCM Lane V/C Ratio - - 0.023 - -
HCM Control Delay (s) - - 8.8 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
2436
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
22: Project Dwy 3 & Perrin Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 22
Intersection
Int Delay, s/veh 5.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 27 0 84 45 0 50
Future Vol, veh/h 27 0 84 45 0 50
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 29 0 91 49 0 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 29 0 260 29
Stage 1 - - - - 29 -
Stage 2 - - - - 231 -
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 - - 1597 - 733 1052
Stage 1 - - - - 999 -
Stage 2 - - - - 812 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1597 - 690 1052
Mov Cap-2 Maneuver - - - - 690 -
Stage 1 - - - - 999 -
Stage 2 - - - - 764 -
Approach EB WB NB
HCM Control Delay, s 0 4.8 8.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1052 - - 1597 -
HCM Lane V/C Ratio 0.052 - - 0.057 -
HCM Control Delay (s) 8.6 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.2 -
2437
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
23: Baron Avenue & Project Dwy 4 Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 23
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 37 63 138 265 7
Future Vol, veh/h 4 37 63 138 265 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, % 0 00000
Mvmt Flow 4 40 68 150 288 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 578 292 296 0 - 0
Stage 1 292 -----
Stage 2 286 -----
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 481 752 1277 - - -
Stage 1 762 -----
Stage 2 767 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 453 752 1277 - - -
Mov Cap-2 Maneuver 453 -----
Stage 1 718 -----
Stage 2 767 -----
Approach EB NB SB
HCM Control Delay, s 10.4 2.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1277 - 707 - -
HCM Lane V/C Ratio 0.054 - 0.063 - -
HCM Control Delay (s) 8 0 10.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.2 - -
2438
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
24: Baron Avenue & Project Dwy 5 Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 24
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 39 66 197 295 7
Future Vol, veh/h 4 39 66 197 295 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, % 0 00000
Mvmt Flow 4 42 72 214 321 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 683 325 329 0 - 0
Stage 1 325 -----
Stage 2 358 -----
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 418 721 1242 - - -
Stage 1 737 -----
Stage 2 712 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 390 721 1242 - - -
Mov Cap-2 Maneuver 390 -----
Stage 1 688 -----
Stage 2 712 -----
Approach EB NB SB
HCM Control Delay, s 10.8 2 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1242 - 668 - -
HCM Lane V/C Ratio 0.058 - 0.07 - -
HCM Control Delay (s) 8.1 0 10.8 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.2 - -
2439
AGENDA ITEM NO. 13.

HCM 6th TWSC Tract Map 6343 Project
25: Baron Avenue & Project Dwy 6 Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/14/2023 Page 25
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 41 70 251 344 7
Future Vol, veh/h 4 41 70 251 344 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, % 0 00000
Mvmt Flow 4 45 76 273 374 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 803 378 382 0 - 0
Stage 1 378 -----
Stage 2 425 -----
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 355 673 1188 - - -
Stage 1 697 -----
Stage 2 664 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 328 673 1188 - - -
Mov Cap-2 Maneuver 328 -----
Stage 1 645 -----
Stage 2 664 -----
Approach EB NB SB
HCM Control Delay, s 11.4 1.8 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1188 - 615 - -
HCM Lane V/C Ratio 0.064 - 0.08 - -
HCM Control Delay (s) 8.2 0 11.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
2440
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 70 198 14 267 53 364 305 14 62 434 86 Future Volume (veh/h) 22 70 198 14 267 53 364 305 14 62 434 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 1870 1870 1870 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 29 92 261 18 351 70 479 401 18 82 571 113 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, % 1 1 1 2 2 2 1 1 1 2 2 2
Cap, veh/h 71 440 373 52 409 346 542 1884 840 103 2148 667 Arrive On Green 0.04 0.23 0.23 0.03 0.22 0.22 0.05 0.17 0.17 0.06 0.42 0.42 Sat Flow, veh/h 1795 1885 1598 1781 1870 1585 3483 3582 1598 1781 5106 1585 Grp Volume(v), veh/h 29 92 261 18 351 70 479 401 18 82 571 113 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1781 1870 1585 1742 1791 1598 1781 1702 1585 Q Serve(g_s), s 2.1 5.3 20.2 1.3 24.4 4.9 18.4 13.0 1.3 6.1 9.8 6.0 Cycle Q Clear(g_c), s 2.1 5.3 20.2 1.3 24.4 4.9 18.4 13.0 1.3 6.1 9.8 6.0 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 71 440 373 52 409 346 542 1884 840 103 2148 667 V/C Ratio(X) 0.41 0.21 0.70 0.35 0.86 0.20 0.88 0.21 0.02 0.80 0.27 0.17 Avail Cap(c_a), veh/h 106 570 483 106 557 472 689 1884 840 169 2148 667 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.3 41.7 47.4 64.3 50.7 43.1 62.8 31.8 27.0 62.8 25.5 24.4 Incr Delay (d2), s/veh 1.4 0.6 6.0 1.5 12.0 0.5 9.1 0.2 0.0 5.2 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.6 8.7 0.6 12.8 2.0 9.3 6.2 0.5 2.9 3.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 42.3 53.4 65.8 62.8 43.6 71.9 32.1 27.0 68.1 25.8 24.9 LnGrp LOS E D D E E D E C C E C C
Approach Vol, veh/h 382 439 898 766
Approach Delay, s/veh 51.6 59.8 53.2 30.2
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 27.3 62.5 9.9 35.3 13.1 76.7 7.9 37.3 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 26.7 37.7 8.0 40.2 12.8 52.6 8.0 40.8 Max Q Clear Time (g_c+I1), s 20.4 11.8 4.1 26.4 8.1 15.0 3.3 22.2 Green Ext Time (p_c), s 0.5 9.2 0.0 3.1 0.0 6.3 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 47.0
HCM 6th LOS D
2441
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 4
Intersection
Intersection Delay, s/veh22.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 101 0 1 0 317 202 0 0 247 6
Future Vol, veh/h 1 0 101 0 1 0 317 202 0 0 247 6
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 3 3 3 2 2 2 4 4 4 2 2 2
Mvmt Flow 1 0 125 0 1 0 391 249 0 0 305 7
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 10 9.6 29.4 11.9

HCM LOS A A D B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 61% 1% 0% 0%
Vol Thru, % 39% 0% 100% 98%
Vol Right, % 0% 99% 0% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 519 102 1 253
LT Vol 317 1 0 0
Through Vol 202 0 1 247
RT Vol 0 101 0 6
Lane Flow Rate 641 126 1 312
Geometry Grp 1 1 1 1
Degree of Util (X) 0.854 0.197 0.002 0.434
Departure Headway (Hd) 4.799 5.619 6.541 4.998
Convergence, Y/N Yes Yes Yes Yes
Cap 750 642 550 712
Service Time 2.881 3.619 4.548 3.095
HCM Lane V/C Ratio 0.855 0.196 0.002 0.438
HCM Control Delay 29.4 10 9.6 11.9
HCM Lane LOS D A A B
HCM 95th-tile Q 10 0.7 0 2.2
2442
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 119 44 12 160 306 41 212 8 126 225 3 Future Volume (veh/h) 3 119 44 12 160 306 41 212 8 126 225 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1841 1841 1841 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 4 143 53 14 193 369 49 255 10 152 271 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 3 3 4 4 4 4 4 4 2 2 2
Cap, veh/h 64 496 180 67 220 403 148 699 26 305 511 7
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 1296 470 15 575 1052 168 1496 55 479 1093 15 Grp Volume(v), veh/h 200 0 0 576 0 0 314 0 0 427 0 0
Grp Sat Flow(s),veh/h/ln1774 0 0 1643 0 0 1719 0 0 1587 0 0 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 20.0 0.0 0.0 6.6 0.0 0.0 10.5 0.0 0.0 Prop In Lane 0.02 0.26 0.02 0.64 0.16 0.03 0.36 0.01
Lane Grp Cap(c), veh/h 740 0 0 690 0 0 873 0 0 823 0 0
V/C Ratio(X) 0.27 0.00 0.00 0.83 0.00 0.00 0.36 0.00 0.00 0.52 0.00 0.00 Avail Cap(c_a), veh/h 785 0 0 732 0 0 873 0 0 823 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 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 0.0 0.0 17.6 0.0 0.0 10.3 0.0 0.0 11.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 7.9 0.0 0.0 1.1 0.0 0.0 2.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.0 8.1 0.0 0.0 2.5 0.0 0.0 3.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 0.0 0.0 25.5 0.0 0.0 11.4 0.0 0.0 13.5 0.0 0.0 LnGrp LOS B A A C A A B A A B A A
Approach Vol, veh/h 200 576 314 427
Approach Delay, s/veh 13.1 25.5 11.4 13.5
Approach LOS B C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 32.5 27.5 32.5 27.5
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 8.6 6.7 12.5 22.0
Green Ext Time (p_c), s 1.8 1.0 2.4 1.0
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 299 63 36 285 370 145 92 34 185 125 18 Future Volume (veh/h) 20 299 63 36 285 370 145 92 34 185 125 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 21 311 66 38 297 385 151 96 35 193 130 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, % 2 2 2 2 2 2 2 2 2 4 4 4
Cap, veh/h 65 953 416 97 536 454 178 612 519 230 562 82 Arrive On Green 0.04 0.27 0.27 0.05 0.29 0.29 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 1570 229 Grp Volume(v), veh/h 21 311 66 38 297 385 151 96 35 193 0 149 Grp Sat Flow(s),veh/h/ln1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1799 Q Serve(g_s), s 1.0 6.3 2.9 1.9 12.1 20.6 7.5 3.3 1.4 9.7 0.0 5.2 Cycle Q Clear(g_c), s 1.0 6.3 2.9 1.9 12.1 20.6 7.5 3.3 1.4 9.7 0.0 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 65 953 416 97 536 454 178 612 519 230 0 645 V/C Ratio(X) 0.32 0.33 0.16 0.39 0.55 0.85 0.85 0.16 0.07 0.84 0.00 0.23 Avail Cap(c_a), veh/h 158 1185 517 158 623 528 178 612 519 448 0 645 HCM Platoon Ratio 1.00 1.00 1.00 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 26.4 25.2 41.1 27.2 30.3 39.8 21.5 20.8 38.2 0.0 20.2 Incr Delay (d2), s/veh 1.1 0.4 0.3 1.0 1.7 12.6 28.6 0.5 0.3 3.2 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/ln0.5 2.7 1.1 0.8 5.5 9.2 4.6 1.5 0.5 4.3 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.4 26.8 25.5 42.1 28.9 42.9 68.4 22.0 21.1 41.4 0.0 21.0 LnGrp LOS D C C D C D E C C D A C
Approach Vol, veh/h 398 720 282 342
Approach Delay, s/veh 27.4 37.1 46.7 32.5
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 37.9 7.3 31.8 15.8 35.2 8.9 30.1 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 9.0 23.3 8.0 30.0 23.0 9.3 8.0 30.0 Max Q Clear Time (g_c+I1), s 9.5 7.2 3.0 22.6 11.7 5.3 3.9 8.3 Green Ext Time (p_c), s 0.0 0.6 0.0 3.2 0.2 0.2 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 37 110 5 62 29 121 374 12 19 266 11 Future Volume (veh/h) 9 37 110 5 62 29 121 374 12 19 266 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 10 41 122 6 69 32 134 416 13 21 296 12 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 0 0 0 1 1 1
Cap, veh/h 33 188 159 21 167 142 207 2531 1129 58 3433 1066 Arrive On Green 0.02 0.10 0.10 0.01 0.09 0.09 0.12 1.00 1.00 0.03 0.67 0.67 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3510 3610 1610 1795 5147 1598 Grp Volume(v), veh/h 10 41 122 6 69 32 134 416 13 21 296 12 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1755 1805 1610 1795 1716 1598 Q Serve(g_s), s 0.7 2.7 10.1 0.5 4.7 2.5 4.9 0.0 0.0 1.5 2.7 0.3 Cycle Q Clear(g_c), s 0.7 2.7 10.1 0.5 4.7 2.5 4.9 0.0 0.0 1.5 2.7 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 33 188 159 21 167 142 207 2531 1129 58 3433 1066 V/C Ratio(X) 0.30 0.22 0.77 0.28 0.41 0.23 0.65 0.16 0.01 0.36 0.09 0.01 Avail Cap(c_a), veh/h 203 612 519 211 612 519 356 2531 1129 196 3433 1066 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 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.4 55.8 59.2 66.1 58.1 57.1 58.2 0.0 0.0 64.0 7.9 7.5 Incr Delay (d2), s/veh 1.9 1.4 16.3 2.6 2.8 1.4 1.3 0.1 0.0 1.4 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 0.4 1.4 4.8 0.2 2.4 1.1 2.1 0.0 0.0 0.7 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 57.2 75.4 68.8 60.9 58.5 59.5 0.1 0.0 65.4 8.0 7.6 LnGrp LOS E E E E E E E A A E A A
Approach Vol, veh/h 173 107 563 329
Approach Delay, s/veh 70.6 60.6 14.3 11.6
Approach LOS E E B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.2 95.8 7.1 17.9 9.7 100.3 5.6 19.4 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 13.7 39.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 6.9 4.7 2.7 6.7 3.5 2.0 2.5 12.1 Green Ext Time (p_c), s 0.1 4.5 0.0 0.8 0.0 6.5 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
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HCM 6th AWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 4
Intersection
Intersection Delay, s/veh10.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 0 56 0 0 0 103 216 1 0 238 3
Future Vol, veh/h 4 0 56 0 0 0 103 216 1 0 238 3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 0 0 2 2 2 1 1 1 1 1 1
Mvmt Flow 5 0 65 0 0 0 120 251 1 0 277 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 8.3 0 11.2 9.9

HCM LOS A - B A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 32% 7% 0% 0%
Vol Thru, % 68% 0% 100% 99%
Vol Right, % 0% 93% 0% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 320 60 0 241
LT Vol 103 4 0 0
Through Vol 216 0 0 238
RT Vol 1 56 0 3
Lane Flow Rate 372 70 0 280
Geometry Grp 1 1 1 1
Degree of Util (X) 0.459 0.092 0 0.348
Departure Headway (Hd) 4.441 4.772 5.477 4.467
Convergence, Y/N Yes Yes Yes Yes
Cap 811 749 0 807
Service Time 2.465 2.813 3.529 2.491
HCM Lane V/C Ratio 0.459 0.093 0 0.347
HCM Control Delay 11.2 8.3 8.5 9.9
HCM Lane LOS B A N A
HCM 95th-tile Q 2.4 0.3 0 1.6
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 86 30 6 96 105 46 205 6 105 190 2 Future Volume (veh/h) 3 86 30 6 96 105 46 205 6 105 190 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 98 34 7 109 119 52 233 7 119 216 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 1 1 0 0 0 1 1 1 1 1 1
Cap, veh/h 64 238 81 65 149 157 228 980 28 412 715 6
Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 12 1334 453 20 835 877 234 1460 42 493 1065 9 Grp Volume(v), veh/h 135 0 0 235 0 0 292 0 0 337 0 0
Grp Sat Flow(s),veh/h/ln1799 0 0 1732 0 0 1735 0 0 1568 0 0 Q Serve(g_s), s 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 4.0 0.0 0.0 7.7 0.0 0.0 3.6 0.0 0.0 4.5 0.0 0.0 Prop In Lane 0.02 0.25 0.03 0.51 0.18 0.02 0.35 0.01
Lane Grp Cap(c), veh/h 383 0 0 371 0 0 1236 0 0 1134 0 0 V/C Ratio(X) 0.35 0.00 0.00 0.63 0.00 0.00 0.24 0.00 0.00 0.30 0.00 0.00 Avail Cap(c_a), veh/h 703 0 0 680 0 0 1236 0 0 1134 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) 0.96 0.00 0.00 1.00 0.00 0.00 0.99 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.9 0.0 0.0 23.4 0.0 0.0 3.8 0.0 0.0 3.9 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 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.0 3.1 0.0 0.0 1.1 0.0 0.0 1.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 0.0 0.0 25.2 0.0 0.0 4.3 0.0 0.0 4.6 0.0 0.0 LnGrp LOS C A A C A A A A A A A A
Approach Vol, veh/h 135 235 292 337
Approach Delay, s/veh 22.4 25.2 4.3 4.6
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 44.8 15.2 44.8 15.2
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 5.6 6.0 6.5 9.7
Green Ext Time (p_c), s 1.8 0.6 2.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
2447
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
02/22/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 288 83 47 261 128 123 119 73 110 112 14 Future Volume (veh/h) 23 288 83 47 261 128 123 119 73 110 112 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 24 303 87 49 275 135 129 125 77 116 118 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 70 611 273 107 361 306 160 917 777 155 793 101 Arrive On Green 0.04 0.17 0.17 0.06 0.19 0.19 0.09 0.49 0.49 0.09 0.48 0.48 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1598 1795 1639 208 Grp Volume(v), veh/h 24 303 87 49 275 135 129 125 77 116 0 133 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1795 1885 1598 1795 1885 1598 1795 0 1847 Q Serve(g_s), s 1.3 7.7 4.8 2.6 13.8 7.5 7.1 3.6 2.6 6.3 0.0 4.0 Cycle Q Clear(g_c), s 1.3 7.7 4.8 2.6 13.8 7.5 7.1 3.6 2.6 6.3 0.0 4.0 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 70 611 273 107 361 306 160 917 777 155 0 894 V/C Ratio(X) 0.34 0.50 0.32 0.46 0.76 0.44 0.81 0.14 0.10 0.75 0.00 0.15 Avail Cap(c_a), veh/h 144 1289 575 162 698 591 341 917 777 180 0 894 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 0.00 1.00 Uniform Delay (d), s/veh 46.8 37.6 36.4 45.5 38.3 35.7 44.7 14.1 13.9 44.6 0.0 14.4 Incr Delay (d2), s/veh 1.1 1.2 1.2 1.1 6.1 1.9 3.6 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/ln0.6 3.4 1.9 1.2 6.6 3.0 3.2 1.5 0.9 3.2 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 38.7 37.6 46.6 44.4 37.6 48.4 14.4 14.1 55.6 0.0 14.7 LnGrp LOS D D D D D D D B B E A B
Approach Vol, veh/h 414 459 331 249
Approach Delay, s/veh 39.0 42.6 27.6 33.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.9 54.1 7.9 25.1 12.6 54.3 9.9 23.1 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 19.0 16.3 8.0 37.0 10.0 25.3 9.0 36.0 Max Q Clear Time (g_c+I1), s 9.1 6.0 3.3 15.8 8.3 5.6 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 36.7
HCM 6th LOS D
2448
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 71 224 19 270 53 435 432 17 62 586 86 Future Volume (veh/h) 22 71 224 19 270 53 435 432 17 62 586 86 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 1870 1870 1870 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 29 93 295 25 355 70 572 568 22 82 771 113 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, % 111222111222
Cap, veh/h 71 430 365 64 412 349 635 1877 837 103 2002 621 Arrive On Green 0.04 0.23 0.23 0.04 0.22 0.22 0.06 0.17 0.17 0.06 0.39 0.39 Sat Flow, veh/h 1795 1885 1598 1781 1870 1585 3483 3582 1598 1781 5106 1585 Grp Volume(v), veh/h 29 93 295 25 355 70 572 568 22 82 771 113 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1781 1870 1585 1742 1791 1598 1781 1702 1585 Q Serve(g_s), s 2.1 5.4 23.6 1.9 24.7 4.9 22.0 18.7 1.5 6.1 14.6 6.3 Cycle Q Clear(g_c), s 2.1 5.4 23.6 1.9 24.7 4.9 22.0 18.7 1.5 6.1 14.6 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 71 430 365 64 412 349 635 1877 837 103 2002 621 V/C Ratio(X) 0.41 0.22 0.81 0.39 0.86 0.20 0.90 0.30 0.03 0.80 0.39 0.18 Avail Cap(c_a), veh/h 106 567 480 106 554 470 740 1877 837 169 2002 621 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 63.3 42.3 49.3 63.6 50.6 42.9 62.2 34.3 27.2 62.8 29.4 26.9 Incr Delay (d2), s/veh 1.4 0.6 11.5 1.4 12.4 0.5 11.1 0.4 0.1 5.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.6 10.6 0.9 13.0 2.0 11.3 9.0 0.6 2.9 5.9 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 42.9 60.8 65.0 63.0 43.4 73.3 34.7 27.3 68.1 29.9 27.5 LnGrp LOS E D E E E D E C C E C C
Approach Vol, veh/h 417 450 1162 966
Approach Delay, s/veh 57.1 60.0 53.6 32.9
Approach LOS E E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.9 58.6 9.9 35.6 13.1 76.4 8.9 36.6 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 28.7 35.9 8.0 40.0 12.8 52.8 8.0 40.6 Max Q Clear Time (g_c+I1), s 24.0 16.6 4.1 26.7 8.1 20.7 3.9 25.6 Green Ext Time (p_c), s 0.6 10.2 0.0 3.1 0.0 9.0 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D
2449
AGENDA ITEM NO. 13.

HCM 6th AWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 4
Intersection
Intersection Delay, s/veh25.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 2 102 0 2 0 320 219 0 0 261 6
Future Vol, veh/h 1 2 102 0 2 0 320 219 0 0 261 6
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 3 33222444222
Mvmt Flow 1 2 126 0 2 0 395 270 0 0 322 7
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 10.3 9.7 34.7 12.7

HCM LOS B A D B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 59% 1% 0% 0%
Vol Thru, % 41% 2% 100% 98%
Vol Right, % 0% 97% 0% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 539 105 2 267
LT Vol 320 1 0 0
Through Vol 219 2 2 261
RT Vol 0 102 0 6
Lane Flow Rate 665 130 2 330
Geometry Grp 1111
Degree of Util (X) 0.894 0.207 0.005 0.473
Departure Headway (Hd) 4.941 5.738 6.675 5.164
Convergence, Y/N Yes Yes Yes Yes
Cap 739 627 537 702
Service Time 2.941 3.755 4.702 3.164
HCM Lane V/C Ratio 0.9 0.207 0.004 0.47
HCM Control Delay 34.7 10.3 9.7 12.7
HCM Lane LOS D B A B
HCM 95th-tile Q 11.5 0.8 0 2.6
2450
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 5
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 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 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 64 503 179 71 228 395 501 814 34 491 856 11
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 8 1307 464 24 591 1027 1057 1752 74 1059 1841 24 Grp Volume(v), veh/h 211 0 0 590 0 0 54 0 321 152 0 305 Grp Sat Flow(s),veh/h/ln1779 0 0 1642 0 0 1057 0 1826 1059 0 1866 Q Serve(g_s), s 0.0 0.0 0.0 7.6 0.0 0.0 2.1 0.0 6.8 6.5 0.0 6.3 Cycle Q Clear(g_c), s 5.0 0.0 0.0 20.7 0.0 0.0 8.3 0.0 6.8 13.4 0.0 6.3 Prop In Lane 0.02 0.26 0.03 0.63 1.00 0.04 1.00 0.01
Lane Grp Cap(c), veh/h 746 0 0 694 0 0 501 0 849 491 0 867 V/C Ratio(X) 0.28 0.00 0.00 0.85 0.00 0.00 0.11 0.00 0.38 0.31 0.00 0.35 Avail Cap(c_a), veh/h 763 0 0 710 0 0 501 0 849 491 0 867 HCM Platoon Ratio 1.00 1.00 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 1.00 Uniform Delay (d), s/veh 12.9 0.0 0.0 17.7 0.0 0.0 12.9 0.0 10.4 14.8 0.0 10.3 Incr Delay (d2), s/veh 0.2 0.0 0.0 9.5 0.0 0.0 0.4 0.0 1.3 1.6 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 0.0 0.0 8.6 0.0 0.0 0.5 0.0 2.7 1.6 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 0.0 0.0 27.1 0.0 0.0 13.4 0.0 11.7 16.4 0.0 11.4 LnGrp LOS B A A C AABABBAB
Approach Vol, veh/h 211 590 375 457
Approach Delay, s/veh 13.1 27.1 11.9 13.1
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 10.3 7.0 15.4 22.7
Green Ext Time (p_c), s 2.0 1.1 2.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
2451
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 6
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 124 954 419 202 927 170 301 977 430 316 1007 449 Arrive On Green 0.07 0.27 0.27 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 100 795 287 176 511 509 227 306 106 244 546 139 Grp Sat Flow(s),veh/h/ln1795 1791 1574 1767 1763 1757 1781 1777 1563 1781 1777 1585 Q Serve(g_s), s 6.6 25.1 12.9 11.8 33.7 33.7 14.6 8.2 4.6 15.7 15.6 6.5 Cycle Q Clear(g_c), s 6.6 25.1 12.9 11.8 33.7 33.7 14.6 8.2 4.6 15.7 15.6 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 124 954 419 202 550 548 301 977 430 316 1007 449 V/C Ratio(X) 0.81 0.83 0.68 0.87 0.93 0.93 0.75 0.31 0.25 0.77 0.54 0.31 Avail Cap(c_a), veh/h 135 955 420 221 558 557 301 977 430 316 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 41.5 17.0 52.2 40.0 40.0 47.5 34.5 17.9 47.0 36.4 20.9 Incr Delay (d2), s/veh 24.8 6.7 5.2 25.8 22.5 22.6 9.2 0.8 1.4 10.1 2.1 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/ln3.8 11.9 5.2 6.7 17.8 17.8 7.2 3.7 2.5 7.8 7.1 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.9 48.2 22.2 78.0 62.5 62.6 56.7 35.3 19.2 57.2 38.5 22.7 LnGrp LOS E D C EEEEDBEDC
Approach Vol, veh/h 1182 1196 639 929
Approach Delay, s/veh 44.6 64.8 40.2 41.1
Approach LOS D E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.3 40.0 12.3 43.4 25.3 39.0 17.7 38.0 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), s 19.0 34.0 9.0 38.0 20.0 33.0 15.0 32.0 Max Q Clear Time (g_c+I1), s 16.6 17.6 8.6 35.7 17.7 10.2 13.8 27.1 Green Ext Time (p_c), s 0.1 5.2 0.0 1.7 0.1 2.5 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 49.2
HCM 6th LOS D
2452
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 684 134 214 649 113 111 193 132 152 380 201 Future Volume (veh/h) 108 684 134 214 649 113 111 193 132 152 380 201 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 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 130 824 161 258 782 136 134 233 159 183 458 242 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 243 856 381 312 932 416 157 1122 501 588 1427 636 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 1569 3456 3554 1585 1711 3413 1522 3374 3469 1547 Grp Volume(v), veh/h 130 824 161 258 782 136 134 233 159 183 458 242 Grp Sat Flow(s),veh/h/ln1714 1763 1569 1728 1777 1585 1711 1706 1522 1687 1735 1547 Q Serve(g_s), s 5.1 32.3 12.1 10.3 29.1 9.7 10.8 6.9 11.0 6.6 12.5 15.3 Cycle Q Clear(g_c), s 5.1 32.3 12.1 10.3 29.1 9.7 10.8 6.9 11.0 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 243 856 381 312 932 416 157 1122 501 588 1427 636 V/C Ratio(X) 0.53 0.96 0.42 0.83 0.84 0.33 0.85 0.21 0.32 0.31 0.32 0.38 Avail Cap(c_a), veh/h 598 856 381 602 932 416 298 1122 501 588 1427 636 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.8 52.4 44.7 62.6 48.8 41.7 62.6 33.8 35.2 50.5 27.9 28.8 Incr Delay (d2), s/veh 0.7 22.1 1.1 2.1 7.1 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/ln2.3 16.9 4.9 4.6 13.9 3.9 4.9 3.0 4.3 2.9 5.4 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 74.5 45.8 64.7 56.0 42.3 67.5 34.2 36.8 51.8 28.5 30.5 LnGrp LOS E E D E E D E CDDCC
Approach Vol, veh/h 1115 1176 526 883
Approach Delay, s/veh 69.1 56.3 43.5 33.9
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s18.5 63.3 15.5 42.7 30.0 51.7 18.3 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), s 24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s 12.8 17.3 7.1 31.1 8.6 13.0 12.3 34.3 Green Ext Time (p_c), s 0.1 8.7 0.2 1.9 0.3 3.9 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
2453
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 352 341 35 399 180 153 462 20 70 823 72 Future Volume (veh/h) 41 352 341 35 399 180 153 462 20 70 823 72 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 47 405 392 40 459 207 176 531 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 117 527 446 108 521 441 194 1381 601 143 1286 559 Arrive On Green 0.07 0.28 0.28 0.06 0.28 0.28 0.11 0.39 0.39 0.08 0.36 0.36 Sat Flow, veh/h 1781 1870 1585 1795 1885 1596 1767 3526 1534 1781 3554 1544 Grp Volume(v), veh/h 47 405 392 40 459 207 176 531 23 80 946 83 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1795 1885 1596 1767 1763 1534 1781 1777 1544 Q Serve(g_s), s 2.5 19.9 23.6 2.1 23.3 10.8 9.8 10.8 0.9 4.3 23.1 3.6 Cycle Q Clear(g_c), s 2.5 19.9 23.6 2.1 23.3 10.8 9.8 10.8 0.9 4.3 23.1 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 117 527 446 108 521 441 194 1381 601 143 1286 559 V/C Ratio(X) 0.40 0.77 0.88 0.37 0.88 0.47 0.91 0.38 0.04 0.56 0.74 0.15 Avail Cap(c_a), veh/h 160 574 487 162 579 490 194 1381 601 178 1286 559 HCM Platoon Ratio 1.00 1.00 1.00 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 32.9 34.3 45.2 34.6 30.1 44.0 21.8 18.8 44.3 27.7 21.5 Incr Delay (d2), s/veh 0.8 6.5 16.5 0.8 14.4 1.1 36.3 0.7 0.1 1.3 3.8 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 9.8 10.9 1.0 12.5 4.2 6.2 4.5 0.3 1.9 10.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 39.4 50.8 45.9 49.0 31.2 80.3 22.5 18.9 45.6 31.5 22.1 LnGrp LOS D DDDDCFCBDCC
Approach Vol, veh/h 844 706 730 1109
Approach Delay, s/veh 45.0 43.6 36.3 31.8
Approach LOS DDDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.0 41.5 10.6 32.9 12.0 44.5 10.0 33.5 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 11.0 30.7 9.0 30.7 10.0 31.7 9.0 30.7 Max Q Clear Time (g_c+I1), s 11.8 25.1 4.5 25.3 6.3 12.8 4.1 25.6 Green Ext Time (p_c), s 0.0 3.8 0.0 2.3 0.0 5.0 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 38.5
HCM 6th LOS D
2454
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 693 Future Volume (veh/h) 356 887 249 152 1063 177 250 307 122 197 410 693 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 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 190 269 330 131 212 441 745 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 540 1882 731 305 1544 479 323 1066 396 264 1440 1230 Arrive On Green 0.31 0.74 0.74 0.09 0.30 0.30 0.09 0.29 0.29 0.08 0.28 0.28 Sat Flow, veh/h 3428 5066 1572 3456 5106 1583 3456 3646 1354 3483 5147 2812 Grp Volume(v), veh/h 383 954 268 163 1143 190 269 307 154 212 441 745 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1583 1728 1702 1596 1742 1716 1406 Q Serve(g_s), s 12.8 10.1 4.4 5.9 26.2 12.4 9.9 9.1 9.9 7.8 8.8 6.2 Cycle Q Clear(g_c), s 12.8 10.1 4.4 5.9 26.2 12.4 9.9 9.1 9.9 7.8 8.8 6.2 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 540 1882 731 305 1544 479 323 995 467 264 1440 1230 V/C Ratio(X) 0.71 0.51 0.37 0.53 0.74 0.40 0.83 0.31 0.33 0.80 0.31 0.61 Avail Cap(c_a), veh/h 540 1882 731 305 1544 479 425 995 467 295 1440 1230 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 41.9 11.8 3.5 56.7 40.8 36.0 57.9 35.8 36.0 59.1 36.9 12.3 Incr Delay (d2), s/veh 3.3 0.9 1.2 1.0 3.2 2.5 8.1 0.8 1.9 12.0 0.6 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/ln5.0 2.9 1.6 2.6 11.4 5.1 4.7 3.9 4.1 3.9 3.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.2 12.7 4.8 57.7 44.0 38.4 66.0 36.6 37.9 71.1 37.4 14.5 LnGrp LOS D B A E D D E D D E D B
Approach Vol, veh/h 1605 1496 730 1398
Approach Delay, s/veh 19.1 44.8 47.7 30.3
Approach LOS B D D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.5 45.3 15.5 43.7 16.5 54.3 17.2 42.1 Change Period (Y+Rc), s 5.0 6.0 5.7 * 5.7 5.0 6.0 5.0 5.7 Max Green Setting (Gmax), s 20.0 39.3 11.0 * 38 11.0 48.3 16.0 33.0 Max Q Clear Time (g_c+I1), s 14.8 28.2 9.8 11.9 7.9 12.1 11.9 10.8 Green Ext Time (p_c), s 0.4 5.7 0.1 2.0 0.1 9.6 0.2 7.5 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2455
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 18: Sunnyside Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 18
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 27 99 Future Volume (veh/h) 63 741 195 67 721 11 110 15 49 24 27 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 28 101 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 82 796 660 88 1544 673 138 106 352 41 413 349 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 1538 1795 3582 1561 1668 355 1184 1640 1722 1458 Grp Volume(v), veh/h 64 756 199 68 736 11 112 0 65 24 28 101 Grp Sat Flow(s),veh/h/ln 1767 1856 1538 1795 1791 1561 1668 0 1539 1640 1722 1458 Q Serve(g_s), s 3.2 35.3 7.6 3.4 13.2 0.4 5.9 0.0 2.8 1.3 1.1 5.1 Cycle Q Clear(g_c), s 3.2 35.3 7.6 3.4 13.2 0.4 5.9 0.0 2.8 1.3 1.1 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 82 796 660 88 1544 673 138 0 458 41 413 349 V/C Ratio(X) 0.78 0.95 0.30 0.78 0.48 0.02 0.81 0.00 0.14 0.58 0.07 0.29 Avail Cap(c_a), veh/h 175 814 675 110 1544 673 139 0 458 108 413 349 HCM Platoon Ratio 1.00 1.00 1.00 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 18.3 14.7 40.6 0.0 23.2 43.4 26.5 28.0 Incr Delay (d2), s/veh 14.4 20.2 0.3 23.4 0.2 0.0 28.9 0.0 0.7 12.4 0.3 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 19.0 2.6 2.0 5.3 0.1 3.5 0.0 1.1 0.7 0.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 44.9 17.1 65.7 18.6 14.7 69.5 0.0 23.8 55.8 26.8 30.0 LnGrp LOS E D BEBBEACECC
Approach Vol, veh/h 1019 815 177 153
Approach Delay, s/veh 40.2 22.4 52.7 33.5
Approach LOS DCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 31.3 8.9 43.1 12.0 26.1 8.7 43.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 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 37.3 7.9 7.1 5.2 15.2 Green Ext Time (p_c), s 0.0 0.2 0.0 1.2 0.0 0.3 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C
2456
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 574 187 37 447 370 208 97 38 185 126 27 Future Volume (veh/h) 32 574 187 37 447 370 208 97 38 185 126 27 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 33 598 195 39 466 385 217 101 40 193 131 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, % 2 22222222444
Cap, veh/h 89 1040 454 99 558 473 178 565 479 230 489 105 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 1470 314 Grp Volume(v), veh/h 33 598 195 39 466 385 217 101 40 193 0 159 Grp Sat Flow(s),veh/h/ln1781 1777 1551 1781 1870 1585 1781 1870 1585 1753 0 1784 Q Serve(g_s), s 1.6 12.9 9.2 1.9 21.0 20.3 9.0 3.6 1.6 9.7 0.0 5.9 Cycle Q Clear(g_c), s 1.6 12.9 9.2 1.9 21.0 20.3 9.0 3.6 1.6 9.7 0.0 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 89 1040 454 99 558 473 178 565 479 230 0 594 V/C Ratio(X) 0.37 0.57 0.43 0.40 0.84 0.81 1.22 0.18 0.08 0.84 0.00 0.27 Avail Cap(c_a), veh/h 158 1185 517 158 623 528 178 565 479 448 0 594 HCM Platoon Ratio 1.00 1.00 1.00 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 27.1 25.7 41.1 29.5 29.3 40.5 23.2 22.5 38.2 0.0 22.0 Incr Delay (d2), s/veh 1.0 1.0 1.2 1.0 10.1 10.1 138.3 0.7 0.3 3.2 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 5.5 3.4 0.9 10.7 8.8 10.7 1.7 0.6 4.3 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 28.0 26.9 42.0 39.6 39.4 178.8 23.9 22.8 41.4 0.0 23.1 LnGrp LOS D CCDDDFCCDAC
Approach Vol, veh/h 826 890 358 352
Approach Delay, s/veh 28.3 39.6 117.6 33.1
Approach LOS C D F C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 35.7 8.5 32.8 15.8 32.9 9.0 32.4 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s 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 7.9 3.6 23.0 11.7 5.6 3.9 14.9 Green Ext Time (p_c), s 0.0 0.7 0.0 3.9 0.2 0.2 0.0 6.7 Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D
2457
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 40 188 16 64 29 169 597 24 19 468 11 Future Volume (veh/h) 9 40 188 16 64 29 169 597 24 19 468 11 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 1870 1870 1870 1870 1870 1870 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 10 44 209 18 71 32 188 663 27 21 520 12 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222000111
Cap, veh/h 33 297 252 52 308 261 242 2259 1008 58 2994 930 Arrive On Green 0.02 0.16 0.16 0.03 0.16 0.16 0.05 0.42 0.42 0.03 0.58 0.58 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3510 3610 1610 1795 5147 1598 Grp Volume(v), veh/h 10 44 209 18 71 32 188 663 27 21 520 12 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1755 1805 1610 1795 1716 1598 Q Serve(g_s), s 0.7 2.7 17.2 1.3 4.4 2.3 7.2 16.4 1.3 1.5 6.3 0.4 Cycle Q Clear(g_c), s 0.7 2.7 17.2 1.3 4.4 2.3 7.2 16.4 1.3 1.5 6.3 0.4 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 33 297 252 52 308 261 242 2259 1008 58 2994 930 V/C Ratio(X) 0.30 0.15 0.83 0.35 0.23 0.12 0.78 0.29 0.03 0.36 0.17 0.01 Avail Cap(c_a), veh/h 203 612 519 211 612 519 382 2259 1008 196 2994 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 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 65.4 48.9 55.0 64.3 48.9 48.0 63.4 19.4 15.1 64.0 13.1 11.9 Incr Delay (d2), s/veh 1.9 0.5 14.9 1.5 0.6 0.4 2.0 0.3 0.0 1.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.3 7.9 0.6 2.2 1.0 3.2 7.4 0.5 0.7 2.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 49.5 70.0 65.8 49.6 48.4 65.4 19.8 15.1 65.4 13.3 11.9 LnGrp LOS E D E E D D EBBEBB
Approach Vol, veh/h 263 121 878 553
Approach Delay, s/veh 66.4 51.7 29.4 15.2
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 84.2 7.1 28.1 9.7 90.2 7.9 27.2 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 14.7 38.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 9.2 8.3 2.7 6.4 3.5 18.4 3.3 19.2 Green Ext Time (p_c), s 0.1 7.8 0.0 0.8 0.0 8.7 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
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HCM 6th AWSC Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 4
Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 2 59 0 2 0 105 237 1 0 260 3
Future Vol, veh/h 4 2 59 0 2 0 105 237 1 0 260 3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 00222111111
Mvmt Flow 5 2 69 0 2 0 122 276 1 0 302 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 8.5 8.7 11.9 10.4

HCM LOS A A B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 31% 6% 0% 0%
Vol Thru, % 69% 3% 100% 99%
Vol Right, % 0% 91% 0% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 343 65 2 263
LT Vol 105 4 0 0
Through Vol 237 2 2 260
RT Vol 1 59 0 3
Lane Flow Rate 399 76 2 306
Geometry Grp 1111
Degree of Util (X) 0.498 0.103 0.004 0.384
Departure Headway (Hd) 4.493 4.911 5.612 4.524
Convergence, Y/N Yes Yes Yes Yes
Cap 802 726 634 795
Service Time 2.524 2.962 3.676 2.558
HCM Lane V/C Ratio 0.498 0.105 0.003 0.385
HCM Control Delay 11.9 8.5 8.7 10.4
HCM Lane LOS BAAB
HCM 95th-tile Q 2.8 0.3 0 1.8
2459
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 96 34 17 105 105 49 243 18 105 239 2 Future Volume (veh/h) 3 96 34 17 105 105 49 243 18 105 239 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 3 109 39 19 119 119 56 276 20 119 272 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 63 253 89 77 165 153 789 1144 83 769 1231 9
Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 11 1323 464 65 861 798 1114 1737 126 1092 1869 14 Grp Volume(v), veh/h 151 0 0 257 0 0 56 0 296 119 0 274 Grp Sat Flow(s),veh/h/ln1798 0 0 1723 0 0 1114 0 1863 1092 0 1883 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 1.3 0.0 3.9 3.0 0.0 3.5 Cycle Q Clear(g_c), s 4.4 0.0 0.0 8.4 0.0 0.0 4.8 0.0 3.9 6.8 0.0 3.5 Prop In Lane 0.02 0.26 0.07 0.46 1.00 0.07 1.00 0.01
Lane Grp Cap(c), veh/h 405 0 0 394 0 0 789 0 1227 769 0 1240 V/C Ratio(X) 0.37 0.00 0.00 0.65 0.00 0.00 0.07 0.00 0.24 0.15 0.00 0.22 Avail Cap(c_a), veh/h 673 0 0 649 0 0 789 0 1227 769 0 1240 HCM Platoon Ratio 1.00 1.00 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.4 0.0 0.0 23.0 0.0 0.0 5.0 0.0 4.2 5.5 0.0 4.1 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.8 0.0 0.0 0.2 0.0 0.5 0.4 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/ln1.8 0.0 0.0 3.4 0.0 0.0 0.3 0.0 1.1 0.6 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 0.0 0.0 24.8 0.0 0.0 5.2 0.0 4.6 6.0 0.0 4.5 LnGrp LOS C A A C AAAAAAAA
Approach Vol, veh/h 151 257 352 393
Approach Delay, s/veh 22.0 24.8 4.7 4.9
Approach LOS C C A A
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 44.0 16.0 44.0 16.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.5 20.5 30.5 20.5
Max Q Clear Time (g_c+I1), s 6.8 6.4 8.8 10.4
Green Ext Time (p_c), s 2.0 0.6 2.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
2460
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HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 6
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 1296 578 138 946 219 751 2197 980 189 1015 453 Arrive On Green 0.10 0.36 0.36 0.08 0.32 0.32 0.42 0.61 0.61 0.11 0.28 0.28 Sat Flow, veh/h 1795 3582 1598 1810 2911 673 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 147 1055 165 113 578 571 210 526 161 162 372 111 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1810 1805 1779 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 9.7 32.0 6.1 7.4 38.2 38.3 9.2 8.0 5.2 10.6 10.0 6.4 Cycle Q Clear(g_c), s 9.7 32.0 6.1 7.4 38.2 38.3 9.2 8.0 5.2 10.6 10.0 6.4 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 173 1296 578 138 587 578 751 2197 980 189 1015 453 V/C Ratio(X) 0.85 0.81 0.29 0.82 0.99 0.99 0.28 0.24 0.16 0.86 0.37 0.25 Avail Cap(c_a), veh/h 180 1296 578 166 587 578 751 2197 980 209 1015 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.3 34.7 13.1 54.6 40.2 40.3 23.0 10.5 10.0 52.8 34.4 33.1 Incr Delay (d2), s/veh 27.5 4.4 0.4 19.3 33.4 34.2 0.1 0.3 0.4 24.3 1.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 13.9 3.2 4.0 21.3 21.2 3.8 3.0 1.7 6.1 4.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.9 39.0 13.6 73.9 73.6 74.5 23.1 10.8 10.3 77.1 35.4 34.4 LnGrp LOS F D BEEECBBEDC
Approach Vol, veh/h 1367 1262 897 645
Approach Delay, s/veh 40.4 74.0 13.6 45.7
Approach LOS D E B D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s56.4 40.0 17.6 45.0 16.6 79.8 13.2 49.4 Change Period (Y+Rc), s 6.0 * 6 6.0 * 6 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 15.0 * 34 12.0 * 39 14.0 35.0 11.0 40.0 Max Q Clear Time (g_c+I1), s 11.2 12.0 11.7 40.3 12.6 10.0 9.4 34.0 Green Ext Time (p_c), s 0.1 3.9 0.0 0.0 0.0 4.1 0.0 4.3 Intersection Summary
HCM 6th Ctrl Delay 45.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2461
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 9
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 302 1010 450 304 1018 454 242 1246 556 305 1078 481 Arrive On Green 0.09 0.28 0.28 0.09 0.28 0.28 0.13 0.35 0.35 0.09 0.30 0.30 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 6.3 28.0 9.4 5.4 28.2 8.4 13.4 9.7 9.7 4.3 6.8 9.1 Cycle Q Clear(g_c), s 6.3 28.0 9.4 5.4 28.2 8.4 13.4 9.7 9.7 4.3 6.8 9.1 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 302 1010 450 304 1018 454 242 1246 556 305 1078 481 V/C Ratio(X) 0.65 0.90 0.36 0.57 0.90 0.33 0.89 0.33 0.33 0.45 0.26 0.34 Avail Cap(c_a), veh/h 303 1028 457 317 1048 468 242 1246 556 305 1078 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 50.8 39.7 33.0 50.5 39.8 32.7 49.0 27.8 27.8 49.9 30.6 31.5 Incr Delay (d2), s/veh 3.8 10.8 0.7 1.3 11.1 0.6 27.5 0.7 1.5 4.8 0.6 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 13.2 3.6 2.4 13.4 3.2 7.7 4.2 3.8 2.0 2.9 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 50.5 33.7 51.7 50.8 33.3 76.5 28.5 29.3 54.7 31.2 33.4 LnGrp LOS D DCDDCECCDCC
Approach Vol, veh/h 1267 1242 811 581
Approach Delay, s/veh 48.9 48.9 41.3 37.4
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s21.0 40.1 15.6 38.4 15.6 45.4 15.6 38.4 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), s 15.4 33.3 10.0 33.4 10.0 38.7 10.4 33.0 Max Q Clear Time (g_c+I1), s 15.4 11.1 8.3 30.2 6.3 11.7 7.4 30.0 Green Ext Time (p_c), s 0.0 6.1 0.1 2.2 0.1 6.6 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 45.6
HCM 6th LOS D
2462
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 472 393 22 449 74 312 882 46 43 553 48 Future Volume (veh/h) 55 472 393 22 449 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 23 478 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 117 581 492 72 530 449 344 1578 687 106 1110 482 Arrive On Green 0.06 0.31 0.31 0.04 0.28 0.28 0.19 0.44 0.44 0.06 0.31 0.31 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1559 1810 3610 1567 Grp Volume(v), veh/h 59 502 418 23 478 79 332 938 49 46 588 51 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1559 1810 1805 1567 Q Serve(g_s), s 3.8 29.9 29.2 1.5 29.3 4.5 22.0 23.8 2.2 2.9 16.2 2.8 Cycle Q Clear(g_c), s 3.8 29.9 29.2 1.5 29.3 4.5 22.0 23.8 2.2 2.9 16.2 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 117 581 492 72 530 449 344 1578 687 106 1110 482 V/C Ratio(X) 0.51 0.86 0.85 0.32 0.90 0.18 0.96 0.59 0.07 0.43 0.53 0.11 Avail Cap(c_a), veh/h 151 629 533 135 608 515 344 1578 687 166 1110 482 HCM Platoon Ratio 1.00 1.00 1.00 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 54.3 39.3 39.1 56.0 41.5 32.6 48.1 25.4 19.4 54.5 34.4 29.7 Incr Delay (d2), s/veh 1.3 12.1 12.4 0.9 16.2 0.3 27.5 0.9 0.1 1.0 1.8 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/ln1.7 15.3 12.8 0.7 15.4 1.7 12.1 9.8 0.8 1.4 7.4 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 51.4 51.5 56.9 57.7 32.9 75.6 26.4 19.5 55.6 36.2 30.2 LnGrp LOS E D D E E C E C B E D C
Approach Vol, veh/h 979 580 1319 685
Approach Delay, s/veh 51.7 54.3 38.5 37.0
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 42.2 11.7 39.0 11.1 58.2 8.8 42.0 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 23.0 29.7 10.0 38.7 11.0 41.7 9.0 39.7 Max Q Clear Time (g_c+I1), s 24.0 18.2 5.8 31.3 4.9 25.8 3.5 31.9 Green Ext Time (p_c), s 0.0 4.4 0.0 2.4 0.0 7.8 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
2463
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 677 1428 330 319 1137 203 389 560 280 316 361 463 Future Volume (veh/h) 677 1428 330 319 1137 203 389 560 280 316 361 463 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 211 405 583 292 329 376 482 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 697 1849 836 398 1408 437 577 939 429 348 1066 1137 Arrive On Green 0.40 0.72 0.72 0.11 0.27 0.27 0.16 0.27 0.27 0.10 0.21 0.21 Sat Flow, veh/h 3483 5147 1598 3483 5147 1596 3510 3458 1579 3483 5147 2772 Grp Volume(v), veh/h 705 1488 344 332 1184 211 405 583 292 329 376 482 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1742 1716 1596 1755 1729 1579 1742 1716 1386 Q Serve(g_s), s 28.0 27.0 0.0 13.1 30.4 15.5 15.3 20.7 23.1 13.1 8.7 0.0 Cycle Q Clear(g_c), s 28.0 27.0 0.0 13.1 30.4 15.5 15.3 20.7 23.1 13.1 8.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 697 1849 836 398 1408 437 577 939 429 348 1066 1137 V/C Ratio(X) 1.01 0.80 0.41 0.83 0.84 0.48 0.70 0.62 0.68 0.94 0.35 0.42 Avail Cap(c_a), veh/h 697 1849 836 398 1408 437 577 939 429 348 1066 1137 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) 0.56 0.56 0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 16.4 7.7 60.7 48.0 42.6 55.3 44.7 45.6 62.6 47.5 29.7 Incr Delay (d2), s/veh 28.5 2.2 0.8 13.4 6.2 3.8 3.3 3.1 8.5 33.7 0.9 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/ln12.2 5.7 2.7 6.4 13.5 6.5 6.9 9.1 9.9 7.3 3.8 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.5 18.6 8.5 74.1 54.2 46.4 58.5 47.8 54.1 96.3 48.4 30.9 LnGrp LOS F B A E D D E D D F D C
Approach Vol, veh/h 2537 1727 1280 1187
Approach Delay, s/veh 31.7 57.1 52.6 54.5
Approach LOS C E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s33.0 44.3 19.0 43.7 21.0 56.3 28.0 34.7 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), s 28.0 38.3 14.0 38.0 16.0 50.3 23.0 29.0 Max Q Clear Time (g_c+I1), s 30.0 32.4 15.1 25.1 15.1 29.0 17.3 10.7 Green Ext Time (p_c), s 0.0 3.5 0.0 2.9 0.1 11.8 0.4 4.6 Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
2464
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 18: Sunnyside Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 886 160 62 915 31 183 25 74 19 21 108 Future Volume (veh/h) 133 886 160 62 915 31 183 25 74 19 21 108 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 141 943 170 66 973 33 195 27 79 20 22 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 111000000000
Cap, veh/h 169 998 846 85 1740 776 224 108 316 37 285 242 Arrive On Green 0.09 0.53 0.53 0.05 0.48 0.48 0.12 0.25 0.25 0.02 0.15 0.15 Sat Flow, veh/h 1795 1885 1598 1810 3610 1610 1810 427 1249 1810 1900 1610 Grp Volume(v), veh/h 141 943 170 66 973 33 195 0 106 20 22 115 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1810 1805 1610 1810 0 1675 1810 1900 1610 Q Serve(g_s), s 9.3 56.5 6.7 4.3 22.9 1.3 12.7 0.0 6.1 1.3 1.2 7.8 Cycle Q Clear(g_c), s 9.3 56.5 6.7 4.3 22.9 1.3 12.7 0.0 6.1 1.3 1.2 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.75 1.00 1.00
Lane Grp Cap(c), veh/h 169 998 846 85 1740 776 224 0 424 37 285 242 V/C Ratio(X) 0.83 0.94 0.20 0.78 0.56 0.04 0.87 0.00 0.25 0.55 0.08 0.48 Avail Cap(c_a), veh/h 262 998 846 113 1740 776 271 0 424 271 285 242 HCM Platoon Ratio 1.00 1.00 1.00 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 53.4 26.6 14.9 56.6 22.0 16.4 51.6 0.0 35.7 58.2 43.9 46.7 Incr Delay (d2), s/veh 12.5 17.9 0.5 21.1 1.3 0.1 22.1 0.0 1.4 12.0 0.5 6.6 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 4.6 27.4 2.4 2.4 9.6 0.5 7.0 0.0 2.6 0.7 0.6 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.0 44.5 15.4 77.7 23.3 16.5 73.7 0.0 37.1 70.2 44.4 53.3 LnGrp LOS E D B E C B E A D E D D
Approach Vol, veh/h 1254 1072 301 157
Approach Delay, s/veh 43.0 26.5 60.8 54.2
Approach LOS D C E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.1 68.0 19.3 22.5 15.8 62.4 6.9 34.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 58.5 18.0 18.0 17.5 48.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 6.3 58.5 14.7 9.8 11.3 24.9 3.3 8.1 Green Ext Time (p_c), s 0.0 0.0 0.2 0.2 0.2 7.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
2465
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 585 193 52 659 128 282 122 76 110 118 36 Future Volume (veh/h) 43 585 193 52 659 128 282 122 76 110 118 36 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 45 616 203 55 694 135 297 128 80 116 124 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, % 1 11111111111
Cap, veh/h 102 1305 582 112 698 591 328 546 463 155 268 82 Arrive On Green 0.06 0.36 0.36 0.06 0.37 0.37 0.18 0.29 0.29 0.09 0.19 0.19 Sat Flow, veh/h 1795 3582 1598 1795 1885 1598 1795 1885 1598 1795 1384 424 Grp Volume(v), veh/h 45 616 203 55 694 135 297 128 80 116 0 162 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1795 1885 1598 1795 1885 1598 1795 0 1808 Q Serve(g_s), s 2.4 13.2 9.3 3.0 36.7 5.8 16.2 5.2 3.7 6.3 0.0 7.9 Cycle Q Clear(g_c), s 2.4 13.2 9.3 3.0 36.7 5.8 16.2 5.2 3.7 6.3 0.0 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.23
Lane Grp Cap(c), veh/h 102 1305 582 112 698 591 328 546 463 155 0 350 V/C Ratio(X) 0.44 0.47 0.35 0.49 0.99 0.23 0.91 0.23 0.17 0.75 0.00 0.46 Avail Cap(c_a), veh/h 144 1305 582 162 698 591 341 546 463 180 0 350 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.6 24.4 23.1 45.3 31.4 21.7 40.0 27.1 26.6 44.6 0.0 35.7 Incr Delay (d2), s/veh 1.1 0.5 0.7 1.2 32.8 0.4 25.4 1.0 0.8 10.9 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/ln1.1 5.4 3.4 1.3 21.4 2.1 9.1 2.4 1.5 3.2 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 24.9 23.8 46.5 64.2 22.0 65.4 28.1 27.4 55.6 0.0 40.1 LnGrp LOS D C C D E C E C C E A D
Approach Vol, veh/h 864 884 505 278
Approach Delay, s/veh 25.8 56.6 49.9 46.5
Approach LOS C E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s22.2 25.0 9.7 43.0 12.6 34.7 10.3 42.4 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), s 19.0 16.3 8.0 37.0 10.0 25.3 9.0 36.0 Max Q Clear Time (g_c+I1), s 18.2 9.9 4.4 38.7 8.3 7.2 5.0 15.2 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.7 0.0 7.9 Intersection Summary
HCM 6th Ctrl Delay 43.7
HCM 6th LOS D
2466
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 93 235 42 447 77 455 452 28 65 615 90 Future Volume (veh/h) 23 93 235 42 447 77 455 452 28 65 615 90 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 1870 1870 1870 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 25 101 255 46 486 84 495 491 30 71 668 98 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, % 111222111222
Cap, veh/h 65 529 448 87 540 457 554 1654 738 98 1789 555 Arrive On Green 0.04 0.28 0.28 0.05 0.29 0.29 0.05 0.15 0.15 0.06 0.35 0.35 Sat Flow, veh/h 1795 1885 1598 1781 1870 1585 3483 3582 1598 1781 5106 1585 Grp Volume(v), veh/h 25 101 255 46 486 84 495 491 30 71 668 98 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1781 1870 1585 1742 1791 1598 1781 1702 1585 Q Serve(g_s), s 1.8 5.5 18.5 3.4 33.7 5.4 19.1 16.4 2.2 5.3 13.2 5.8 Cycle Q Clear(g_c), s 1.8 5.5 18.5 3.4 33.7 5.4 19.1 16.4 2.2 5.3 13.2 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 65 529 448 87 540 457 554 1654 738 98 1789 555 V/C Ratio(X) 0.39 0.19 0.57 0.53 0.90 0.18 0.89 0.30 0.04 0.72 0.37 0.18 Avail Cap(c_a), veh/h 106 612 518 119 612 519 637 1654 738 158 1789 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 63.6 36.9 41.6 62.7 46.2 36.1 62.8 37.8 31.7 62.8 32.8 30.4 Incr Delay (d2), s/veh 1.4 0.4 2.7 1.9 16.3 0.3 11.1 0.4 0.1 3.7 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 2.6 7.6 1.6 18.1 2.1 9.8 7.9 0.9 2.4 5.4 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.0 37.3 44.3 64.6 62.5 36.4 73.9 38.2 31.8 66.5 33.4 31.1 LnGrp LOS E D D E E D E D C E C C
Approach Vol, veh/h 381 616 1016 837
Approach Delay, s/veh 43.8 59.1 55.4 35.9
Approach LOS D E E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 27.8 53.0 9.5 44.8 12.7 68.0 10.6 43.7 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 24.7 35.7 8.0 44.2 12.0 49.4 9.0 43.8 Max Q Clear Time (g_c+I1), s 21.1 15.2 3.8 35.7 7.3 18.4 5.4 20.5 Green Ext Time (p_c), s 0.4 9.2 0.0 3.3 0.0 7.6 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
2467
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 3
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 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 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 267 755 337 384 871 388 442 2060 815 336 1926 589 Arrive On Green 0.08 0.21 0.21 0.11 0.25 0.25 0.13 0.41 0.41 0.10 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3428 3526 1571 3428 5066 1571 3483 5147 1575 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 1575 Q Serve(g_s), s 4.9 16.8 20.3 14.1 27.1 17.6 17.8 21.1 5.8 11.7 35.6 11.4 Cycle Q Clear(g_c), s 4.9 16.8 20.3 14.1 27.1 17.6 17.8 21.1 5.8 11.7 35.6 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 267 755 337 384 871 388 442 2060 815 336 1926 589 V/C Ratio(X) 0.46 0.60 0.92 0.88 0.80 0.71 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 2060 815 449 1926 589 HCM Platoon Ratio 1.00 1.00 1.00 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 64.0 51.6 29.6 63.4 51.3 28.6 62.8 31.8 7.9 64.5 39.5 18.1 Incr Delay (d2), s/veh 0.5 1.8 24.8 16.0 4.2 4.6 32.1 0.8 1.6 7.6 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/ln2.2 7.7 10.1 7.0 12.5 7.2 9.8 8.8 3.7 5.6 15.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.4 53.4 54.3 79.4 55.5 33.2 94.9 32.6 9.5 72.1 41.8 19.7 LnGrp LOS E D D E E C F C A E D B
Approach Vol, veh/h 888 1315 1769 1965
Approach Delay, s/veh 55.2 57.0 43.0 43.7
Approach LOS E E D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.0 60.0 18.0 42.0 20.3 64.7 23.1 37.0 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), s 18.7 39.3 19.4 * 44 18.7 39.3 18.2 43.8 Max Q Clear Time (g_c+I1), s 19.8 37.6 6.9 29.1 13.7 23.1 16.1 22.3 Green Ext Time (p_c), s 0.0 1.6 0.1 6.7 0.3 12.7 0.2 8.3 Intersection Summary
HCM 6th Ctrl Delay 48.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2468
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 2 147 0 50 0 440 244 0 0 293 29 Future Volume (veh/h) 5 2 147 0 50 0 440 244 0 0 293 29 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 1856 1856 1856 1870 1870 1870 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 5 2 160 0 54 0 478 265 0 0 318 32
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 33222444222
Cap, veh/h 49 6 201 0 249 0 521 1389 0 2 670 67
Arrive On Green 0.13 0.13 0.13 0.00 0.13 0.00 0.30 0.75 0.00 0.00 0.40 0.40 Sat Flow, veh/h 18 48 1511 0 1870 0 1753 1841 0 1781 1672 168 Grp Volume(v), veh/h 167 0 0 0 54 0 478 265 0 0 0 350
Grp Sat Flow(s),veh/h/ln1577 0 0 0 1870 0 1753 1841 0 1781 0 1840 Q Serve(g_s), s 1.6 0.0 0.0 0.0 2.1 0.0 21.1 3.3 0.0 0.0 0.0 11.3 Cycle Q Clear(g_c), s 8.2 0.0 0.0 0.0 2.1 0.0 21.1 3.3 0.0 0.0 0.0 11.3 Prop In Lane 0.03 0.96 0.00 0.00 1.00 0.00 1.00 0.09
Lane Grp Cap(c), veh/h 256 0 0 0 249 0 521 1389 0 2 0 738 V/C Ratio(X) 0.65 0.00 0.00 0.00 0.22 0.00 0.92 0.19 0.00 0.00 0.00 0.47 Avail Cap(c_a), veh/h 400 0 0 0 421 0 603 1389 0 111 0 738 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 0.00 1.00 0.00 0.87 0.87 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 0.0 0.0 31.0 0.0 27.1 2.8 0.0 0.0 0.0 17.7 Incr Delay (d2), s/veh 2.8 0.0 0.0 0.0 0.4 0.0 15.8 0.3 0.0 0.0 0.0 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/ln3.3 0.0 0.0 0.0 0.9 0.0 10.7 0.9 0.0 0.0 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.4 0.0 0.0 0.0 31.4 0.0 42.9 3.1 0.0 0.0 0.0 19.9 LnGrp LOS D A A A C A D AAAAB
Approach Vol, veh/h 167 54 743 350
Approach Delay, s/veh 36.4 31.4 28.7 19.9
Approach LOS D C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 64.9 15.1 28.3 36.6 15.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 43.5 18.0 27.5 21.0 18.0 Max Q Clear Time (g_c+I1), s 0.0 5.3 10.2 23.1 13.3 4.1 Green Ext Time (p_c), s 0.0 1.7 0.5 0.7 1.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C
2469
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 5
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 97 358 257 335 655 555 110 725 32 207 863 12 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 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 13.0 4.0 34.8 27.8 7.5 0.0 14.1 11.9 0.0 34.0 Cycle Q Clear(g_c), s 35.4 0.0 13.0 17.0 34.8 27.8 7.5 0.0 14.1 11.9 0.0 34.0 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 97 0 614 335 655 555 110 0 758 207 0 875 V/C Ratio(X) 0.03 0.00 0.41 0.14 0.87 0.74 1.14 0.00 0.40 0.87 0.00 0.74 Avail Cap(c_a), veh/h 176 0 856 491 913 773 110 0 758 230 0 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.00 0.96 0.38 0.38 0.38 1.00 0.00 1.00 0.87 0.00 0.87 Uniform Delay (d), s/veh 52.7 0.0 29.1 35.5 36.1 33.8 56.3 0.0 24.6 52.1 0.0 25.9 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.1 2.8 1.0 128.8 0.0 1.6 23.5 0.0 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/ln0.1 0.0 5.5 1.1 15.9 10.6 7.2 0.0 6.4 6.7 0.0 16.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.8 0.0 29.5 35.6 38.9 34.8 185.1 0.0 26.2 75.7 0.0 30.9 LnGrp LOS D A CDDCFACEAC
Approach Vol, veh/h 252 1032 430 829
Approach Delay, s/veh 29.8 37.1 72.4 40.6
Approach LOS C D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.5 54.3 47.2 12.0 60.8 47.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.5 31.5 59.5 7.5 39.5 59.5 Max Q Clear Time (g_c+I1), s 13.9 16.1 37.4 9.5 36.0 36.8 Green Ext Time (p_c), s 0.1 1.6 1.5 0.0 1.4 5.9
Intersection Summary
HCM 6th Ctrl Delay 43.5
HCM 6th LOS D
2470
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 6
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 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 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 111 932 667 188 904 168 281 784 350 489 1201 536 Arrive On Green 0.06 0.26 0.26 0.11 0.30 0.30 0.16 0.22 0.22 0.27 0.34 0.34 Sat Flow, veh/h 1795 3582 1598 1767 2969 550 1781 3554 1585 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 1598 1767 1763 1756 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 7.7 28.9 6.4 13.3 38.5 38.5 18.7 11.8 5.9 26.6 36.0 7.1 Cycle Q Clear(g_c), s 7.7 28.9 6.4 13.3 38.5 38.5 18.7 11.8 5.9 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 111 932 667 188 537 535 281 784 350 489 1201 536 V/C Ratio(X) 0.86 0.82 0.59 0.88 0.91 0.91 0.84 0.43 0.29 0.74 0.81 0.25 Avail Cap(c_a), veh/h 111 932 667 280 559 557 281 784 350 489 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 50.4 15.6 63.8 48.4 48.4 59.4 48.6 28.2 47.8 43.7 22.3 Incr Delay (d2), s/veh 43.9 6.0 1.8 13.3 18.8 18.8 19.5 1.7 2.0 5.0 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/ln4.9 13.8 6.8 6.7 19.7 19.6 10.0 5.5 3.2 12.6 16.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 111.3 56.4 17.4 77.1 67.2 67.3 78.9 50.4 30.3 52.8 49.6 23.5 LnGrp LOS F EBEEEE DCDDC
Approach Vol, veh/h 1252 1137 674 1464
Approach Delay, s/veh 48.3 68.7 57.4 48.0
Approach LOS D E E D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s26.8 55.0 13.0 50.2 43.8 38.0 19.5 43.7 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), s 21.0 49.0 9.0 46.0 38.0 32.0 23.0 32.0 Max Q Clear Time (g_c+I1), s 20.7 38.0 9.7 40.5 28.6 13.8 15.3 30.9 Green Ext Time (p_c), s 0.0 6.6 0.0 3.7 0.4 2.5 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 54.7
HCM 6th LOS D
2471
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 273 171 211 589 217 118 172 53 164 450 33 Future Volume (veh/h) 18 273 171 211 589 217 118 172 53 164 450 33 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 1856 1856 1856 1841 1841 1841 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 20 297 186 229 640 236 128 187 58 178 489 36 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 33444000000
Cap, veh/h 39 433 367 265 668 566 151 414 128 213 581 43 Arrive On Green 0.02 0.23 0.23 0.15 0.36 0.36 0.08 0.30 0.30 0.12 0.33 0.33 Sat Flow, veh/h 1767 1856 1572 1753 1841 1560 1810 1391 431 1810 1748 129 Grp Volume(v), veh/h 20 297 186 229 640 236 128 0 245 178 0 525 Grp Sat Flow(s),veh/h/ln1767 1856 1572 1753 1841 1560 1810 0 1822 1810 0 1877 Q Serve(g_s), s 1.0 13.1 9.3 11.5 30.6 10.2 6.3 0.0 9.8 8.7 0.0 23.3 Cycle Q Clear(g_c), s 1.0 13.1 9.3 11.5 30.6 10.2 6.3 0.0 9.8 8.7 0.0 23.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.07
Lane Grp Cap(c), veh/h 39 433 367 265 668 566 151 0 542 213 0 623 V/C Ratio(X) 0.52 0.69 0.51 0.86 0.96 0.42 0.85 0.00 0.45 0.83 0.00 0.84 Avail Cap(c_a), veh/h 98 449 381 310 669 567 151 0 542 247 0 623 HCM Platoon Ratio 1.00 1.00 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 0.39 0.39 0.39 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.5 31.5 30.0 37.3 28.0 21.5 40.7 0.0 25.7 38.8 0.0 27.9 Incr Delay (d2), s/veh 8.8 3.5 0.9 8.8 13.3 0.2 34.1 0.0 2.7 19.0 0.0 13.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 6.2 3.5 5.5 15.3 3.7 4.2 0.0 4.6 4.9 0.0 12.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.4 35.0 30.9 46.1 41.3 21.7 74.8 0.0 28.4 57.8 0.0 40.9 LnGrp LOS D CCDDCEACEAD
Approach Vol, veh/h 503 1105 373 703
Approach Delay, s/veh 34.2 38.1 44.3 45.2
Approach LOS CDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.1 31.3 18.1 25.5 12.0 34.4 6.5 37.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.3 22.0 15.9 21.8 7.5 26.8 5.0 32.7 Max Q Clear Time (g_c+I1), s 10.7 11.8 13.5 15.1 8.3 25.3 3.0 32.6 Green Ext Time (p_c), s 0.1 1.0 0.2 1.4 0.0 0.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
2472
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 330 0 36 87 0 455 180 30 826 0 Future Volume (veh/h) 0 0 0 330 0 36 87 0 455 180 30 826 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 1900 0 1900 0 1767 1767 1900 1900 0 Adj Flow Rate, veh/h 359 0 39 0 495 196 33 898 0
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 0 0 099000
Cap, veh/h 411 0 365 0 1010 856 59 2384 0
Arrive On Green 0.23 0.00 0.23 0.00 0.57 0.57 0.03 0.66 0.00 Sat Flow, veh/h 1810 0 1610 0 1767 1497 1810 3705 0
Grp Volume(v), veh/h 359 0 39 0 495 196 33 898 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1767 1497 1810 1805 0 Q Serve(g_s), s 15.3 0.0 1.5 0.0 13.3 5.2 1.4 9.0 0.0
Cycle Q Clear(g_c), s 15.3 0.0 1.5 0.0 13.3 5.2 1.4 9.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 411 0 365 0 1010 856 59 2384 0
V/C Ratio(X) 0.87 0.00 0.11 0.00 0.49 0.23 0.56 0.38 0.00 Avail Cap(c_a), veh/h 586 0 521 0 1010 856 129 2384 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 0.96 0.96 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.8 0.0 24.5 0.0 10.2 8.4 38.1 6.1 0.0 Incr Delay (d2), s/veh 10.1 0.0 0.1 0.0 1.6 0.6 8.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 0.0 0.6 0.0 5.0 1.6 0.8 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.0 0.0 24.6 0.0 11.8 9.0 46.3 6.6 0.0 LnGrp LOS D A C A B A D A A
Approach Vol, veh/h 398 691 931
Approach Delay, s/veh 38.4 11.0 8.0
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.1 50.2 57.3 22.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.7 34.9 30.9 25.9
Max Q Clear Time (g_c+I1), s 3.4 15.3 11.0 17.3
Green Ext Time (p_c), s 0.0 3.8 6.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
2473
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 716 210 318 675 166 117 197 173 159 597 286 Future Volume (veh/h) 110 716 210 318 675 166 117 197 173 159 597 286 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 1856 1856 1856 1870 1870 1870 1796 1796 1796 1826 1826 1826 Adj Flow Rate, veh/h 120 778 228 346 734 180 127 214 188 173 649 311 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 243 842 370 401 1010 450 150 1048 468 588 1366 609 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 1548 3456 3554 1585 1711 3413 1522 3374 3469 1546 Grp Volume(v), veh/h 120 778 228 346 734 180 127 214 188 173 649 311 Grp Sat Flow(s),veh/h/ln1714 1763 1548 1728 1777 1585 1711 1706 1522 1687 1735 1546 Q Serve(g_s), s 4.7 30.2 18.4 13.8 26.1 12.8 10.2 6.5 13.7 6.2 19.5 21.4 Cycle Q Clear(g_c), s 4.7 30.2 18.4 13.8 26.1 12.8 10.2 6.5 13.7 6.2 19.5 21.4 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 243 842 370 401 1010 450 150 1048 468 588 1366 609 V/C Ratio(X) 0.49 0.92 0.62 0.86 0.73 0.40 0.85 0.20 0.40 0.29 0.48 0.51 Avail Cap(c_a), veh/h 598 856 376 602 1010 450 298 1048 468 588 1366 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.79 0.79 0.79 Uniform Delay (d), s/veh 62.6 52.0 47.5 60.8 45.2 40.5 62.9 35.8 38.3 50.3 31.6 32.2 Incr Delay (d2), s/veh 0.6 15.6 3.6 5.6 2.9 0.8 4.9 0.4 2.5 1.0 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/ln2.1 15.2 7.5 6.4 12.0 5.2 4.7 2.8 5.5 2.7 8.4 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 67.6 51.1 66.4 48.1 41.3 67.8 36.3 40.8 51.3 32.6 34.6 LnGrp LOS E E D E D D E DDDCC
Approach Vol, veh/h 1126 1260 529 1133
Approach Delay, s/veh 63.8 52.2 45.5 36.0
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.9 60.8 15.5 45.8 30.0 48.7 21.8 39.5 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), s 24.4 34.3 24.4 34.0 24.4 34.3 24.4 34.0 Max Q Clear Time (g_c+I1), s 12.2 23.4 6.7 28.1 8.2 15.7 15.8 32.2 Green Ext Time (p_c), s 0.1 8.0 0.2 3.5 0.3 3.7 0.5 1.3 Intersection Summary
HCM 6th Ctrl Delay 50.0
HCM 6th LOS D
2474
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 400 358 37 471 233 161 467 21 115 852 136 Future Volume (veh/h) 71 400 358 37 471 233 161 467 21 115 852 136 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1856 1856 1856 1870 1870 1870 Adj Flow Rate, veh/h 77 435 389 40 512 253 175 508 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 141 589 499 108 558 472 194 1239 539 155 1168 507 Arrive On Green 0.08 0.31 0.31 0.06 0.30 0.30 0.11 0.35 0.35 0.09 0.33 0.33 Sat Flow, veh/h 1781 1870 1585 1795 1885 1596 1767 3526 1533 1781 3554 1543 Grp Volume(v), veh/h 77 435 389 40 512 253 175 508 23 125 926 148 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1795 1885 1596 1767 1763 1533 1781 1777 1543 Q Serve(g_s), s 4.2 20.8 22.3 2.1 26.3 13.3 9.8 10.9 1.0 6.9 23.7 7.1 Cycle Q Clear(g_c), s 4.2 20.8 22.3 2.1 26.3 13.3 9.8 10.9 1.0 6.9 23.7 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 141 589 499 108 558 472 194 1239 539 155 1168 507 V/C Ratio(X) 0.54 0.74 0.78 0.37 0.92 0.54 0.90 0.41 0.04 0.80 0.79 0.29 Avail Cap(c_a), veh/h 160 589 499 162 579 490 194 1239 539 178 1168 507 HCM Platoon Ratio 1.00 1.00 1.00 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 30.6 31.1 45.2 34.0 29.5 44.0 24.6 21.3 44.8 30.5 24.9 Incr Delay (d2), s/veh 1.2 5.4 8.3 0.8 19.8 1.5 34.9 0.9 0.1 17.9 5.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 10.0 9.5 1.0 14.8 5.2 6.1 4.6 0.4 3.8 10.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 35.9 39.4 45.9 53.8 31.0 78.9 25.5 21.5 62.7 36.0 26.4 LnGrp LOS D DDDDCECCEDC
Approach Vol, veh/h 901 805 706 1199
Approach Delay, s/veh 38.2 46.3 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 10.0 36.8 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 11.0 30.7 9.0 30.7 10.0 31.7 9.0 30.7 Max Q Clear Time (g_c+I1), s 11.8 25.7 6.2 28.3 8.9 12.9 4.1 24.3 Green Ext Time (p_c), s 0.0 3.5 0.0 1.3 0.0 4.8 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 39.9
HCM 6th LOS D
2475
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 12
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 1132 63 Future Volume (veh/h) 16 292 193 46 419 109 279 523 91 162 1132 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 1230 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 62 435 368 117 502 426 283 1280 222 202 1311 72 Arrive On Green 0.04 0.24 0.24 0.07 0.27 0.27 0.16 0.43 0.43 0.11 0.38 0.38 Sat Flow, veh/h 1739 1826 1545 1781 1870 1585 1767 2992 520 1795 3446 190 Grp Volume(v), veh/h 17 317 210 50 455 118 303 334 333 176 638 660 Grp Sat Flow(s),veh/h/ln1739 1826 1545 1781 1870 1585 1767 1763 1749 1795 1791 1846 Q Serve(g_s), s 1.2 20.0 15.0 3.4 29.4 7.4 20.0 16.7 16.8 12.1 42.9 43.1 Cycle Q Clear(g_c), s 1.2 20.0 15.0 3.4 29.4 7.4 20.0 16.7 16.8 12.1 42.9 43.1 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 62 435 368 117 502 426 283 754 748 202 681 702 V/C Ratio(X) 0.27 0.73 0.57 0.43 0.91 0.28 1.07 0.44 0.45 0.87 0.94 0.94 Avail Cap(c_a), veh/h 153 574 486 157 588 498 283 754 748 230 681 702 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 0.67 0.67 0.67 Uniform Delay (d), s/veh 58.7 43.9 42.0 56.1 44.2 36.1 52.5 25.2 25.3 54.6 37.3 37.3 Incr Delay (d2), s/veh 0.9 2.6 0.9 0.9 16.3 0.4 73.8 1.9 1.9 17.6 16.6 16.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 9.4 5.8 1.5 15.8 2.9 14.6 7.4 7.4 6.4 21.6 22.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.6 46.4 42.9 57.0 60.4 36.5 126.3 27.1 27.2 72.1 53.9 53.8 LnGrp LOS E D D E E D F C C E D D
Approach Vol, veh/h 544 623 970 1474
Approach Delay, s/veh 45.5 55.6 58.1 56.0
Approach LOS D E E E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 53.3 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), s 20.0 35.3 11.0 39.3 16.0 39.3 11.0 39.3 Max Q Clear Time (g_c+I1), s 22.0 45.1 3.2 31.4 14.1 18.8 5.4 22.0 Green Ext Time (p_c), s 0.0 0.0 0.0 2.2 0.0 4.7 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
2476
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 721 Future Volume (veh/h) 410 936 364 196 1112 186 380 454 158 206 479 721 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 200 409 488 170 222 515 775 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 583 1886 864 345 1504 467 611 1100 369 375 1148 1105 Arrive On Green 0.34 0.74 0.74 0.10 0.29 0.29 0.18 0.29 0.29 0.11 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 200 409 440 218 222 515 775 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1728 1702 1585 1728 1702 1622 1742 1716 1406 Q Serve(g_s), s 14.9 10.9 3.6 7.6 28.0 13.2 14.4 13.6 14.3 7.9 11.2 7.9 Cycle Q Clear(g_c), s 14.9 10.9 3.6 7.6 28.0 13.2 14.4 13.6 14.3 7.9 11.2 7.9 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 583 1886 864 345 1504 467 611 995 474 375 1148 1105 V/C Ratio(X) 0.76 0.53 0.45 0.61 0.80 0.43 0.67 0.44 0.46 0.59 0.45 0.70 Avail Cap(c_a), veh/h 583 1886 864 346 1504 467 611 995 474 375 1148 1105 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) 0.84 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 40.5 11.8 2.7 56.1 42.2 37.0 50.0 37.4 37.6 55.3 43.6 33.1 Incr Delay (d2), s/veh 4.3 0.9 1.4 2.3 4.4 2.9 2.3 1.4 3.2 1.7 1.3 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.7 3.1 1.5 3.4 12.4 5.5 6.4 5.9 6.1 3.6 4.9 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.8 12.7 4.1 58.4 46.7 39.9 52.2 38.8 40.8 57.0 44.9 36.8 LnGrp LOS D B A E DDDDDEDD
Approach Vol, veh/h 1838 1607 1067 1512
Approach Delay, s/veh 18.6 47.4 44.4 42.5
Approach LOS B D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s28.1 44.3 19.0 43.7 18.0 54.4 28.0 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), s 18.0 * 38 14.0 38.0 13.0 43.3 23.0 29.0 Max Q Clear Time (g_c+I1), s 16.9 30.0 9.9 16.3 9.6 12.9 16.4 13.2 Green Ext Time (p_c), s 0.1 4.8 0.2 2.8 0.1 10.5 0.5 7.1 Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2477
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 16: Baron Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 16
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 261 166 19 541 225 22
Future Volume (veh/h) 261 166 19 541 225 22
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 1856 1856 1841 1841 1900 1900
Adj Flow Rate, veh/h 284 180 21 588 245 24
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 34400
Cap, veh/h 306 194 23 647 288 28
Arrive On Green 0.29 0.29 0.36 0.36 0.18 0.18
Sat Flow, veh/h 1062 673 63 1774 1624 159
Grp Volume(v), veh/h 0 464 609 0 270 0
Grp Sat Flow(s),veh/h/ln 0 1734 1838 0 1790 0
Q Serve(g_s), s 0.0 20.6 25.0 0.0 11.6 0.0
Cycle Q Clear(g_c), s 0.0 20.6 25.0 0.0 11.6 0.0
Prop In Lane 0.39 0.03 0.91 0.09
Lane Grp Cap(c), veh/h 0 500 670 0 317 0
V/C Ratio(X) 0.00 0.93 0.91 0.00 0.85 0.00
Avail Cap(c_a), veh/h 0 513 752 0 462 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 27.4 24.0 0.0 31.7 0.0
Incr Delay (d2), s/veh 0.0 22.9 14.1 0.0 9.9 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 11.3 12.8 0.0 5.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 50.4 38.1 0.0 41.6 0.0
LnGrp LOS A D D A D A
Approach Vol, veh/h 464 609 270
Approach Delay, s/veh 50.4 38.1 41.6
Approach LOS D D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 18.6 27.4 33.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 23.5 32.5
Max Q Clear Time (g_c+I1), s 13.6 22.6 27.0
Green Ext Time (p_c), s 0.5 0.3 1.9
Intersection Summary
HCM 6th Ctrl Delay 43.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 2478
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
07/21/2023 Page 1
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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1900 1900 1900 1900 1900 1900 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, % 333111000000
Cap, veh/h 255 1190 531 132 955 746 152 224 132 362 600 741 Arrive On Green 0.14 0.34 0.34 0.07 0.27 0.27 0.08 0.20 0.20 0.20 0.32 0.32 Sat Flow, veh/h 1767 3526 1572 1795 3582 1598 1810 1119 661 1810 1900 1610 Grp Volume(v), veh/h 227 790 208 70 765 101 117 0 140 339 450 489 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1795 1791 1598 1810 0 1781 1810 1900 1610 Q Serve(g_s), s 11.3 17.2 9.1 3.4 17.9 3.2 5.7 0.0 6.1 16.6 19.1 21.2 Cycle Q Clear(g_c), s 11.3 17.2 9.1 3.4 17.9 3.2 5.7 0.0 6.1 16.6 19.1 21.2 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 255 1190 531 132 955 746 152 0 356 362 600 741 V/C Ratio(X) 0.89 0.66 0.39 0.53 0.80 0.14 0.77 0.00 0.39 0.94 0.75 0.66 Avail Cap(c_a), veh/h 255 1190 531 160 955 746 161 0 356 362 600 741 HCM Platoon Ratio 1.00 1.00 1.00 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 37.8 25.4 22.7 40.2 30.8 13.7 40.4 0.0 31.3 35.4 27.6 18.8 Incr Delay (d2), s/veh 29.4 2.9 2.2 3.3 7.0 0.4 19.0 0.0 3.2 31.5 8.4 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 7.5 3.6 1.6 8.4 1.2 3.3 0.0 2.9 10.3 9.8 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.2 28.4 24.9 43.5 37.8 14.0 59.4 0.0 34.5 66.9 36.0 23.4 LnGrp LOS E CCDDBEACEDC
Approach Vol, veh/h 1225 936 257 1278
Approach Delay, s/veh 35.0 35.7 45.8 39.4
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 34.9 11.6 32.9 17.0 28.5 22.0 22.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 8.0 29.0 8.0 28.0 13.0 24.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.4 19.2 7.7 23.2 13.3 19.9 18.6 8.1 Green Ext Time (p_c), s 0.0 4.3 0.0 2.1 0.0 2.0 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
2479
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 703 329 75 469 386 217 100 40 342 518 32 Future Volume (veh/h) 53 703 329 75 469 386 217 100 40 342 518 32 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1841 1841 1841 Adj Flow Rate, veh/h 55 732 343 78 489 402 226 104 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, % 2 22222222444
Cap, veh/h 118 1055 470 136 573 486 178 347 294 390 529 32 Arrive On Green 0.07 0.30 0.30 0.08 0.31 0.31 0.10 0.19 0.19 0.22 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 1870 1585 1781 1870 1585 1753 1717 105 Grp Volume(v), veh/h 55 732 343 78 489 402 226 104 42 356 0 573 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1870 1585 1781 1870 1585 1753 0 1822 Q Serve(g_s), s 2.7 16.4 17.5 3.8 22.1 21.2 9.0 4.3 2.0 17.8 0.0 27.7 Cycle Q Clear(g_c), s 2.7 16.4 17.5 3.8 22.1 21.2 9.0 4.3 2.0 17.8 0.0 27.7 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 118 1055 470 136 573 486 178 347 294 390 0 561 V/C Ratio(X) 0.46 0.69 0.73 0.57 0.85 0.83 1.27 0.30 0.14 0.91 0.00 1.02 Avail Cap(c_a), veh/h 158 1185 528 158 623 528 178 347 294 448 0 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.5 28.0 28.4 40.2 29.3 29.0 40.5 31.6 30.7 34.1 0.0 31.1 Incr Delay (d2), s/veh 1.1 2.1 5.7 1.4 11.5 11.1 157.6 2.2 1.0 19.9 0.0 43.4 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/ln1.2 7.1 7.2 1.7 11.4 9.3 11.7 2.1 0.8 9.5 0.0 18.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 30.1 34.1 41.6 40.8 40.1 198.1 33.8 31.7 54.0 0.0 74.5 LnGrp LOS D CCDDDFCCDAF
Approach Vol, veh/h 1130 969 372 929
Approach Delay, s/veh 31.9 40.6 133.4 66.6
Approach LOS C D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.0 33.4 10.0 33.6 24.0 22.4 10.9 32.7 Change Period (Y+Rc), s 4.0 5.7 4.0 6.0 4.0 5.7 4.0 6.0 Max Green Setting (Gmax), 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 29.7 4.7 24.1 19.8 6.3 5.8 19.5 Green Ext Time (p_c), s 0.0 0.0 0.0 3.5 0.2 0.2 0.0 6.6 Intersection Summary
HCM 6th Ctrl Delay 55.0
HCM 6th LOS D
2480
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 1: Willow Avenue & International Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 125 196 17 103 56 176 626 73 67 490 12 Future Volume (veh/h) 9 125 196 17 103 56 176 626 73 67 490 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 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 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 10 136 213 18 112 61 191 680 79 73 533 13 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, % 222222000111
Cap, veh/h 33 316 267 52 327 277 242 2140 954 100 2943 913 Arrive On Green 0.02 0.17 0.17 0.03 0.17 0.17 0.09 0.79 0.79 0.06 0.57 0.57 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3510 3610 1610 1795 5147 1598 Grp Volume(v), veh/h 10 136 213 18 112 61 191 680 79 73 533 13 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1755 1805 1610 1795 1716 1598 Q Serve(g_s), s 0.7 8.8 17.4 1.3 7.1 4.5 7.2 7.2 1.5 5.4 6.7 0.5 Cycle Q Clear(g_c), s 0.7 8.8 17.4 1.3 7.1 4.5 7.2 7.2 1.5 5.4 6.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 33 316 267 52 327 277 242 2140 954 100 2943 913 V/C Ratio(X) 0.30 0.43 0.80 0.35 0.34 0.22 0.79 0.32 0.08 0.73 0.18 0.01 Avail Cap(c_a), veh/h 203 612 519 211 612 519 356 2140 954 196 2943 913 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 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.4 50.3 53.9 64.3 48.9 47.8 60.3 6.6 6.0 62.8 13.8 12.5 Incr Delay (d2), s/veh 1.9 2.2 11.9 1.5 1.1 0.7 3.8 0.4 0.2 3.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.3 7.8 0.6 3.4 1.8 3.2 2.4 0.6 2.5 2.5 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 52.5 65.8 65.8 49.9 48.5 64.1 7.0 6.1 66.6 13.9 12.5 LnGrp LOS E D E E D D EAAEBB
Approach Vol, veh/h 359 191 950 619
Approach Delay, s/veh 60.8 51.0 18.4 20.1
Approach LOS E D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 82.9 7.1 29.4 12.8 85.7 7.9 28.6 Change Period (Y+Rc), s 6.3 5.7 4.6 5.8 5.3 5.7 4.0 5.8 Max Green Setting (Gmax), s 13.7 39.3 15.4 44.2 14.7 39.3 16.0 44.2 Max Q Clear Time (g_c+I1), s 9.2 8.7 2.7 9.1 7.4 9.2 3.3 19.4 Green Ext Time (p_c), s 0.1 8.1 0.0 1.5 0.0 11.4 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
2481
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 3
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), s 19.7 42.1 18.1 41.3 16.2 45.6 17.2 41.0 Max Q Clear Time (g_c+I1), s 14.7 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
2482
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 2 158 0 2 0 176 258 37 0 275 30 Future Volume (veh/h) 70 2 158 0 2 0 176 258 37 0 275 30 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 1900 1900 1900 1870 1870 1870 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 76 2 172 0 2 0 191 280 40 0 299 33 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 00222111111
Cap, veh/h 132 18 202 0 348 0 234 1131 162 2 858 95
Arrive On Green 0.19 0.19 0.19 0.00 0.19 0.00 0.13 0.70 0.70 0.00 0.51 0.51 Sat Flow, veh/h 393 99 1086 0 1870 0 1795 1613 230 1795 1668 184 Grp Volume(v), veh/h 250 0 0 0 2 0 191 0 320 0 0 332
Grp Sat Flow(s),veh/h/ln1578 0 0 0 1870 0 1795 0 1844 1795 0 1852 Q Serve(g_s), s 9.7 0.0 0.0 0.0 0.1 0.0 8.3 0.0 5.0 0.0 0.0 8.5 Cycle Q Clear(g_c), s 12.2 0.0 0.0 0.0 0.1 0.0 8.3 0.0 5.0 0.0 0.0 8.5 Prop In Lane 0.30 0.69 0.00 0.00 1.00 0.13 1.00 0.10
Lane Grp Cap(c), veh/h 352 0 0 0 348 0 234 0 1293 2 0 953 V/C Ratio(X) 0.71 0.00 0.00 0.00 0.01 0.00 0.81 0.00 0.25 0.00 0.00 0.35 Avail Cap(c_a), veh/h 461 0 0 0 479 0 415 0 1293 112 0 953 HCM Platoon Ratio 1.00 1.00 1.00 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 0.00 0.00 1.00 0.00 0.69 0.00 0.69 0.00 0.00 1.00 Uniform Delay (d), s/veh 31.4 0.0 0.0 0.0 26.5 0.0 33.8 0.0 4.3 0.0 0.0 11.5 Incr Delay (d2), s/veh 3.4 0.0 0.0 0.0 0.0 0.0 4.8 0.0 0.3 0.0 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/ln4.8 0.0 0.0 0.0 0.0 0.0 3.8 0.0 1.6 0.0 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 0.0 0.0 0.0 26.5 0.0 38.6 0.0 4.6 0.0 0.0 12.5 LnGrp LOS C A A A C A D AAAAB
Approach Vol, veh/h 250 2 511 332
Approach Delay, s/veh 34.8 26.5 17.3 12.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s0.0 60.6 19.4 14.9 45.7 19.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 41.0 20.5 18.5 27.5 20.5 Max Q Clear Time (g_c+I1), s 0.0 7.0 14.2 10.3 10.5 2.1 Green Ext Time (p_c), s 0.0 2.1 0.7 0.3 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
2483
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 5
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 326 441 119 150 586 496 203 570 37 254 658 7 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.11 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 0 560 150 586 496 203 0 606 254 0 665 V/C Ratio(X) 0.02 0.00 0.92 0.13 0.40 0.35 0.80 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 0 665 HCM Platoon Ratio 1.00 1.00 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 0.77 0.77 0.77 1.00 0.00 1.00 0.95 0.00 0.95 Uniform Delay (d), s/veh 18.9 0.0 20.1 28.7 16.4 16.1 25.9 0.0 18.6 25.2 0.0 14.7 Incr Delay (d2), s/veh 0.0 0.0 19.4 0.3 0.3 0.3 16.5 0.0 11.8 24.9 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/ln0.1 0.0 9.3 0.3 2.4 1.7 3.1 0.0 7.6 4.6 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 0.0 39.5 29.0 16.7 16.4 42.5 0.0 30.4 50.1 0.0 16.6 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 17.2 33.4 31.4
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 11.3 25.7 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 19.5 18.5 7.5 20.5 18.5 Max Q Clear Time (g_c+I1), s 9.2 16.7 18.5 7.3 8.8 19.8 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
2484
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 6
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 7.7 3.1 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), s 28.0 35.0 13.0 * 49 18.0 45.0 12.0 50.0 Max Q Clear Time (g_c+I1), s 29.0 9.8 14.5 50.6 15.6 10.1 11.2 42.8 Green Ext Time (p_c), s 0.0 6.0 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
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2485
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 360 80 46 243 112 178 522 139 176 384 10 Future Volume (veh/h) 11 360 80 46 243 112 178 522 139 176 384 10 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 12 391 87 50 264 122 193 567 151 191 417 11 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 11000000000
Cap, veh/h 25 433 367 68 481 407 226 632 168 210 788 21 Arrive On Green 0.01 0.23 0.23 0.04 0.25 0.25 0.13 0.44 0.44 0.12 0.43 0.43 Sat Flow, veh/h 1795 1885 1598 1810 1900 1610 1810 1446 385 1810 1843 49 Grp Volume(v), veh/h 12 391 87 50 264 122 193 0 718 191 0 428 Grp Sat Flow(s),veh/h/ln1795 1885 1598 1810 1900 1610 1810 0 1831 1810 0 1891 Q Serve(g_s), s 0.7 20.2 4.4 2.7 12.1 6.1 10.4 0.0 36.3 10.4 0.0 16.7 Cycle Q Clear(g_c), s 0.7 20.2 4.4 2.7 12.1 6.1 10.4 0.0 36.3 10.4 0.0 16.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.03
Lane Grp Cap(c), veh/h 25 433 367 68 481 407 226 0 800 210 0 809 V/C Ratio(X) 0.47 0.90 0.24 0.74 0.55 0.30 0.85 0.00 0.90 0.91 0.00 0.53 Avail Cap(c_a), veh/h 90 481 407 92 486 412 266 0 800 210 0 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.32 0.32 0.32 0.81 0.81 0.81 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.9 37.4 31.4 47.6 32.4 30.2 42.8 0.0 26.1 43.7 0.0 21.2 Incr Delay (d2), s/veh 4.3 7.5 0.1 15.0 1.0 0.3 20.2 0.0 14.9 38.3 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/ln0.3 9.7 1.7 1.5 5.6 0.0 5.9 0.0 18.4 6.9 0.0 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2 45.0 31.5 62.6 33.5 30.5 63.0 0.0 41.0 82.0 0.0 23.6 LnGrp LOS D D C E C C E A D F A C
Approach Vol, veh/h 490 436 911 619
Approach Delay, s/veh 42.8 36.0 45.7 41.6
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.1 48.2 8.3 27.5 17.0 47.3 5.9 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.6 39.8 5.1 25.5 14.7 36.7 5.0 25.6 Max Q Clear Time (g_c+I1), s 12.4 38.3 4.7 22.2 12.4 18.7 2.7 14.1 Green Ext Time (p_c), s 0.0 0.7 0.0 0.8 0.1 2.5 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 42.3
HCM 6th LOS D
2486
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 8
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 296 0 9 32 0 947 416 61 526 0 Future Volume (veh/h) 0 0 0 296 0 9 32 0 947 416 61 526 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 1900 0 1900 0 1870 1870 1900 1900 0 Adj Flow Rate, veh/h 322 0 10 0 1029 452 66 572 0
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 0 0 022000
Cap, veh/h 356 0 317 0 1134 961 85 2539 0
Arrive On Green 0.20 0.00 0.20 0.00 0.61 0.61 0.05 0.70 0.00 Sat Flow, veh/h 1810 0 1610 0 1870 1585 1810 3705 0
Grp Volume(v), veh/h 322 0 10 0 1029 452 66 572 0
Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1870 1585 1810 1805 0 Q Serve(g_s), s 15.7 0.0 0.5 0.0 43.3 14.1 3.2 5.0 0.0
Cycle Q Clear(g_c), s 15.7 0.0 0.5 0.0 43.3 14.1 3.2 5.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 356 0 317 0 1134 961 85 2539 0
V/C Ratio(X) 0.91 0.00 0.03 0.00 0.91 0.47 0.77 0.23 0.00 Avail Cap(c_a), veh/h 362 0 322 0 1134 961 101 2539 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 0.81 0.81 1.00 1.00 0.00 Uniform Delay (d), s/veh 35.3 0.0 29.2 0.0 15.5 9.8 42.4 4.7 0.0 Incr Delay (d2), s/veh 25.2 0.0 0.0 0.0 10.1 1.3 26.5 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/ln 9.2 0.0 0.2 0.0 19.1 4.7 2.1 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 0.0 29.3 0.0 25.6 11.1 68.9 4.9 0.0 LnGrp LOS E A C A C B E A A
Approach Vol, veh/h 332 1481 638
Approach Delay, s/veh 59.5 21.2 11.5
Approach LOS E C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s8.7 59.1 67.8 22.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 53.5 52.6 18.0
Max Q Clear Time (g_c+I1), s 5.2 45.3 7.0 17.7
Green Ext Time (p_c), s 0.0 5.6 4.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
2487
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 9
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 0.87 0.87 0.87 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 4.4 0.6 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/ln2.9 14.3 3.8 5.8 14.4 3.3 9.4 8.1 9.7 2.1 3.0 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 54.4 31.8 34.0 LnGrp LOS E D C F D C F CDDCC
Approach Vol, veh/h 1319 1419 1331 599
Approach Delay, s/veh 52.0 59.0 45.4 37.8
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), s 15.4 33.3 10.0 33.4 10.0 38.7 10.4 33.0 Max Q Clear Time (g_c+I1), s 16.8 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
2488
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 594 413 33 471 351 328 915 48 110 584 50 Future Volume (veh/h) 101 594 413 33 471 351 328 915 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 35 501 373 349 973 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 93 584 494 344 1374 598 143 978 424 Arrive On Green 0.07 0.33 0.33 0.05 0.31 0.31 0.19 0.38 0.38 0.08 0.27 0.27 Sat Flow, veh/h 1810 1900 1610 1795 1885 1596 1795 3582 1558 1810 3610 1566 Grp Volume(v), veh/h 107 632 439 35 501 373 349 973 51 117 621 53 Grp Sat Flow(s),veh/h/ln1810 1900 1610 1795 1885 1596 1795 1791 1558 1810 1805 1566 Q Serve(g_s), s 7.0 39.7 30.1 2.3 30.0 25.3 23.0 27.6 2.5 7.6 18.2 3.1 Cycle Q Clear(g_c), s 7.0 39.7 30.1 2.3 30.0 25.3 23.0 27.6 2.5 7.6 18.2 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 93 584 494 344 1374 598 143 978 424 V/C Ratio(X) 0.81 1.01 0.82 0.38 0.86 0.75 1.01 0.71 0.09 0.82 0.64 0.12 Avail Cap(c_a), veh/h 151 629 533 135 608 515 344 1374 598 166 978 424 HCM Platoon Ratio 1.00 1.00 1.00 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 0.31 0.31 0.31 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 40.2 36.9 55.0 39.0 37.3 48.5 31.3 23.6 54.4 38.5 33.0 Incr Delay (d2), s/veh 21.7 37.2 10.7 0.9 12.0 6.6 30.6 1.0 0.1 20.9 3.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 24.1 12.9 1.0 15.2 10.4 12.9 11.5 0.9 4.3 8.5 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 77.4 47.6 56.0 50.9 43.9 79.1 32.3 23.7 75.3 41.7 33.6 LnGrp LOS E F D E D D F C C E D C
Approach Vol, veh/h 1178 909 1373 791
Approach Delay, s/veh 66.2 48.3 43.8 46.1
Approach LOS E D D D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s27.0 37.8 12.7 42.4 13.5 51.3 10.2 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), s 23.0 29.7 10.0 38.7 11.0 41.7 9.0 39.7 Max Q Clear Time (g_c+I1), s 25.0 20.2 9.0 32.0 9.6 29.6 4.3 41.7 Green Ext Time (p_c), s 0.0 4.0 0.0 3.3 0.0 6.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 51.4
HCM 6th LOS D
2489
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 12
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 90 125 880 32 Future Volume (veh/h) 23 404 185 38 338 122 261 1212 90 125 880 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 98 136 957 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 1278 47 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 3548 130 Grp Volume(v), veh/h 25 439 201 41 367 133 284 697 718 136 487 505 Grp Sat Flow(s),veh/h/ln1795 1885 1596 1795 1885 1598 1810 1805 1848 1810 1805 1873 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 29.5 29.5 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 29.5 29.5 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 0.75 0.75 Avail Cap(c_a), veh/h 172 593 502 172 593 502 304 782 800 232 650 675 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 35.0 35.0 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 5.8 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 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 13.5 13.9 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 40.8 40.6 LnGrp LOS E E D E D D F D D E D D
Approach Vol, veh/h 665 541 1699 1128
Approach Delay, s/veh 54.2 43.9 53.9 43.3
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), s 21.0 33.3 12.0 39.3 16.0 38.3 12.0 39.3 Max Q Clear Time (g_c+I1), s 21.4 31.5 3.7 24.1 11.2 47.0 4.7 30.2 Green Ext Time (p_c), s 0.0 1.0 0.0 2.3 0.1 0.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
2490
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 493 Future Volume (veh/h) 703 1499 349 326 1423 212 609 614 320 331 378 493 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 221 634 640 333 345 394 514 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 221 634 640 333 345 394 514 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 0.41 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 26.5 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 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.1 7.7 1.0 6.7 20.4 6.7 10.4 10.2 12.0 8.2 4.5 5.9 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 27.5 LnGrp LOS D B A E F D D D E F E C
Approach Vol, veh/h 2657 2043 1607 1253
Approach Delay, s/veh 20.2 76.5 52.8 60.5
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), s 27.0 * 39 14.0 38.0 17.0 49.3 34.0 18.0 Max Q Clear Time (g_c+I1), s 25.7 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. 2491
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 16: Baron Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 16
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 222 253 19 230 132 11
Future Volume (veh/h) 222 253 19 230 132 11
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 1900 1900 1900 1900
Adj Flow Rate, veh/h 236 269 20 245 140 12
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 10000
Cap, veh/h 296 337 28 338 219 19
Arrive On Green 0.37 0.37 0.19 0.19 0.13 0.13
Sat Flow, veh/h 804 916 143 1750 1640 141
Grp Volume(v), veh/h 0 505 265 0 153 0
Grp Sat Flow(s),veh/h/ln 0 1720 1893 0 1793 0
Q Serve(g_s), s 0.0 11.6 5.8 0.0 3.6 0.0
Cycle Q Clear(g_c), s 0.0 11.6 5.8 0.0 3.6 0.0
Prop In Lane 0.53 0.08 0.92 0.08
Lane Grp Cap(c), veh/h 0 633 365 0 239 0
V/C Ratio(X) 0.00 0.80 0.73 0.00 0.64 0.00
Avail Cap(c_a), veh/h 0 1110 793 0 791 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 12.5 16.7 0.0 18.1 0.0
Incr Delay (d2), s/veh 0.0 2.4 2.8 0.0 2.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 3.4 2.4 0.0 1.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.9 19.5 0.0 21.0 0.0
LnGrp LOS A B B A C A
Approach Vol, veh/h 505 265 153
Approach Delay, s/veh 14.9 19.5 21.0
Approach LOS B B C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 10.4 20.8 13.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 28.5 18.5
Max Q Clear Time (g_c+I1), s 5.6 13.6 7.8
Green Ext Time (p_c), s 0.3 2.7 1.1
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2492
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
07/21/2023 Page 1
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 441 1697 757 115 1053 631 233 304 77 181 340 684 Arrive On Green 0.25 0.47 0.47 0.06 0.29 0.29 0.13 0.21 0.21 0.10 0.18 0.18 Sat Flow, veh/h 1795 3582 1598 1810 3610 1610 1810 1462 371 1810 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 1795 1791 1598 1810 1805 1610 1810 0 1833 1810 1900 1610 Q Serve(g_s), s 27.0 21.8 7.3 4.0 30.5 18.9 12.2 0.0 22.9 10.9 10.6 19.7 Cycle Q Clear(g_c), s 27.0 21.8 7.3 4.0 30.5 18.9 12.2 0.0 22.9 10.9 10.6 19.7 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 441 1697 757 115 1053 631 233 0 382 181 340 684 V/C Ratio(X) 1.03 0.58 0.24 0.59 0.96 0.56 0.87 0.00 1.05 0.99 0.58 0.60 Avail Cap(c_a), veh/h 441 1697 757 148 1053 631 247 0 382 181 340 684 HCM Platoon Ratio 1.00 1.00 1.00 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 41.5 21.0 17.2 50.1 38.4 26.1 47.0 0.0 43.6 49.4 41.4 24.4 Incr Delay (d2), s/veh 51.5 1.4 0.7 4.8 20.4 3.6 26.5 0.0 59.2 63.6 7.2 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.5 8.7 2.7 1.9 15.9 7.5 7.0 0.0 16.2 8.1 5.6 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.0 22.4 17.9 54.9 58.8 29.7 73.5 0.0 102.8 113.0 48.6 28.3 LnGrp LOS F C B D E C E A F F D C
Approach Vol, veh/h 1615 1439 604 789
Approach Delay, s/veh 41.8 51.4 92.9 52.7
Approach LOS D D F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 56.6 18.2 24.2 31.0 36.6 15.0 27.4 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 9.0 50.1 15.0 18.9 27.0 32.1 11.0 22.9 Max Q Clear Time (g_c+I1), s 6.0 23.8 14.2 21.7 29.0 32.5 12.9 24.9 Green Ext Time (p_c), s 0.0 7.5 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.8
HCM 6th LOS D
Notes
User approved changes to right turn type.
2493
AGENDA ITEM NO. 13.

HCM 6th Signalized Intersection Summary Tract Map 6343 Project 19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 613 201 72 690 282 333 370 108 155 230 38 Future Volume (veh/h) 54 613 201 72 690 282 333 370 108 155 230 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 57 645 212 76 726 297 351 389 114 163 242 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, % 1 11111111111
Cap, veh/h 114 1301 580 126 698 591 341 508 430 180 283 47 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 1598 1795 1577 261 Grp Volume(v), veh/h 57 645 212 76 726 297 351 389 114 163 0 282 Grp Sat Flow(s),veh/h/ln1795 1791 1598 1795 1885 1598 1795 1885 1598 1795 0 1838 Q Serve(g_s), s 3.1 14.0 9.7 4.1 37.0 14.4 19.0 19.0 5.6 9.0 0.0 14.9 Cycle Q Clear(g_c), s 3.1 14.0 9.7 4.1 37.0 14.4 19.0 19.0 5.6 9.0 0.0 14.9 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 0.37 0.60 1.04 0.50 1.03 0.77 0.26 0.91 0.00 0.86 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 23.4 45.1 31.5 24.4 40.5 33.6 28.7 44.5 0.0 39.8 Incr Delay (d2), s/veh 1.3 0.5 0.7 1.7 45.1 1.2 56.4 10.5 1.5 41.2 0.0 23.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 5.7 3.6 1.8 23.9 5.4 13.3 9.7 2.3 5.9 0.0 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 25.3 24.1 46.8 76.6 25.6 96.9 44.2 30.2 85.7 0.0 63.4 LnGrp LOS D C C D F C F D C F A E
Approach Vol, veh/h 914 1099 854 445
Approach Delay, s/veh 26.3 60.8 64.0 71.6
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), 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 21.0 16.9 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 8.1 Intersection Summary
HCM 6th Ctrl Delay 53.6
HCM 6th LOS D
2494
AGENDA ITEM NO. 13.

T RAN S P O R T A T I O N I M P A C T A N A L Y S I S
A U G U S T 2 0 2 3
T R A C T MAP 6 3 4 3 P R O J E C T

CL O V I S , C A L I F O R N I A
P:\CIT2201-TM 6343\PRODUCTS\Traffic\March 2023\Reports\Tract Map 6343 Project TIA_August 2023.docx (08/25/23)

APPENDIX F

SIGNAL WARRANT ANALYSIS WORKSHEETS
2495
AGENDA ITEM NO. 13.

FIGURE 4‐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 Tract Map 6343 Project Transportation Impact Analysis
Existing Year (2022) ‐ Minnewawa Avenue/International Avenue (761, 101) (772, 102) (561, 60)
(548, 57)
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:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\Existing\2022_Int04.xlsx (3/15/2023) 2496 AGENDA ITEM NO. 13.

FIGURE 4‐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 Tract Map 6343 Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Minnewawa Avenue/International Avenue (995, 153) (1006, 154)
(776, 230) (763, 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:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int04.xlsx (3/15/2023) 2497 AGENDA ITEM NO. 13.

FIGURE 5‐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 Tract Map 6343 Project Transportation Impact Analysis
Existing Year (2022) ‐ Minnewawa Avenue/Behymer Avenue
(612, 454)
(615, 478)
(554, 207)
(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

FIGURE 5‐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 Tract Map 6343 Project Transportation Impact Analysis
Near Term Year (2026) ‐ Minnewawa Avenue/Behymer Avenue (688, 466)
(691, 490)
(656, 227)
(646, 211)
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:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\Near Term\2026_Int05.xlsx (3/15/2023) 2499 AGENDA ITEM NO. 13.

FIGURE 5‐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 Tract Map 6343 Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Minnewawa Avenue/Behymer Avenue (1067, 482)
(1057, 465)
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. 
(1,156,925)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,159,949)
P:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int05.xlsx (3/15/2023) 2500 AGENDA ITEM NO. 13.

FIGURE 7‐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 Tract Map 6343 Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Clovis Avenue/Behymer Avenue
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300

(807,839) (852,839)
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. 
(1,446,647)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,479,647)
P:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int07.xlsx (3/15/2023) 2501 AGENDA ITEM NO. 13.

FIGURE 8‐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 Tract Map 6343 Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Clovis Avenue/Behymer Avenue
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
 (1,665,117)
(1,982,305)
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. 
(1,482,87)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,578,366)
P:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int08.xlsx (3/15/2023) 2502 AGENDA ITEM NO. 13.

FIGURE 16‐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 Tract Map 6343 Project Transportation Impact Analysis
Cumulative Year (2046) ‐ Baron Avenue/Behymer Avenue
(978, 219)
(987, 247)
(724, 143)
(693, 124)
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:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int16.xlsx (3/15/2023) 2503 AGENDA ITEM NO. 13.

FIGURE 18‐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 Tract Map 6343 Project Transportation Impact Analysis
Near Term Year (2026) ‐ 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. 
(2,187,282) (2,125,272)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (1,798,174)
(1,747,181)
P:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\Near Term\2026_Int18.xlsx (3/15/2023) 2504 AGENDA ITEM NO. 13.

FIGURE 18‐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 Tract Map 6343 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. 
(2,871,741)
(2,118,1,252) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 mph ON MAJOR STREET) (2,809,741)
(2,067,1,252)
P:\CIT2201‐TM 6343\PRODUCTS\Traffic\March 2023\Warrants\2046 Cum\2046_Int18.xlsx (3/15/2023) 2505 AGENDA ITEM NO. 13.

T RAN S P O R T A T I O N I M P A C T A N A L Y S I S
A U G U S T 2 0 2 3
T R A C T MAP 6 3 4 3 P R O J E C T

CL O V I S , C A L I F O R N I A
P:\CIT2201-TM 6343\PRODUCTS\Traffic\March 2023\Reports\Tract Map 6343 Project TIA_August 2023.docx (08/25/23)

APPENDIX G

QUEUING ANALYSIS WORKSHEETS
2506
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 92 254 18 351 70 459 386 18 82 566 113 v/c Ratio 0.27 0.19 0.42 0.17 0.79 0.15 0.62 0.22 0.02 0.57 0.31 0.18 Control Delay 66.7 37.6 6.2 64.4 60.7 2.1 47.0 34.0 3.3 74.8 33.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 37.6 6.2 64.4 60.7 2.1 47.0 34.0 3.3 74.8 33.2 6.7 Queue Length 50th (ft) 25 57 0 15 291 0 200 153 0 71 135 0 Queue Length 95th (ft) 49 84 26 35 298 0 226 186 m7 103 150 26 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 203 617 695 209 609 592 742 1777 850 193 1816 638 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.15 0.37 0.09 0.58 0.12 0.62 0.22 0.02 0.42 0.31 0.18 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2507
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 2
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 79.8 14.1 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 Total Delay 77.0 44.8 7.0 64.9 60.7 76.4 20.1 0.1 79.8 14.1 0.5 Queue Length 50th (ft) 73 122 0 17 170 91 123 0 51 68 1 Queue Length 95th (ft) 111 150 35 40 206 129 160 0 85 89 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 600 684 199 580 199 2666 887 194 2473 812 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
2508
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 3
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 0.58 0.47 0.26 0.61 0.32 0.64 0.23 0.06 0.64 0.28 0.06 Control Delay 67.7 63.8 11.9 69.2 61.5 9.7 74.7 16.7 0.1 74.3 17.3 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 67.7 63.8 11.9 69.2 61.5 9.7 74.7 16.7 0.1 74.3 17.3 0.1 Queue Length 50th (ft) 15 131 0 23 162 0 87 113 0 88 148 0 Queue Length 95th (ft) 33 169 61 45 203 44 123 156 0 123 200 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 2897 942 447 2953 958 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
2509
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 4
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 0.80 0.25 0.71 0.22 0.07 0.65 0.24 0.05 Control Delay 60.4 44.4 21.1 62.7 60.8 10.9 72.1 27.0 0.7 71.1 28.6 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 60.4 44.4 21.1 62.7 60.8 10.9 72.1 27.0 0.7 71.1 28.6 0.1 Queue Length 50th (ft) 31 155 58 42 276 11 125 95 0 102 104 0 Queue Length 95th (ft) 64 176 103 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) 288 960 500 283 498 490 286 825 752 285 800 732 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.42 0.36 0.18 0.69 0.22 0.53 0.22 0.07 0.43 0.24 0.05 Intersection Summary
2510
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 5
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 0.69 0.41 0.50 0.51 0.15 0.62 0.09 0.23 0.02 0.05 0.10 Control Delay 62.8 61.0 18.0 68.6 53.4 0.8 77.8 41.2 7.5 32.8 20.3 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 61.0 18.0 68.6 53.4 0.8 77.8 41.2 7.5 32.8 20.3 2.0 Queue Length 50th (ft) 17 184 27 60 157 0 86 26 0 7 20 0 Queue Length 95th (ft) 34 211 72 86 180 0 131 44 33 17 39 10 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 851 456 598 859 466 294 826 453 1158 1718 824 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
2511
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 96 292 346 275 359 241
v/c Ratio 0.46 0.66 0.74 0.10 0.22 0.28
Control Delay 42.0 12.1 38.6 2.9 15.9 3.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.0 12.1 38.6 2.9 15.9 3.6
Queue Length 50th (ft) 49 0 167 14 58 0
Queue Length 95th (ft) 76 33 196 24 86 24
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 677 471 2704 1606 849
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.18 0.43 0.73 0.10 0.22 0.28
Intersection Summary
2512
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 7
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 0.67 0.37 0.36 0.79 0.38 0.58 0.20 0.03 0.58 0.29 0.06 Control Delay 75.0 54.3 6.1 76.3 60.7 16.8 83.3 25.8 0.1 83.1 26.9 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 54.3 6.1 76.3 60.7 16.8 83.3 25.8 0.1 83.1 26.9 0.1 Queue Length 50th (ft) 33 305 0 38 377 55 77 103 0 77 153 0 Queue Length 95th (ft) 68 382 52 76 458 112 127 154 0 127 217 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 536 614 309 531 541 362 1653 773 306 1667 794 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.09 0.66 0.36 0.13 0.79 0.38 0.22 0.20 0.03 0.26 0.29 0.06 Intersection Summary
2513
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 8
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 0.36 0.34 0.84 0.18 0.67 0.26 0.71 0.46 Control Delay 55.5 49.7 12.5 61.0 55.1 3.1 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 12.5 61.0 55.1 3.1 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) 151 572 567 155 593 591 294 1459 228 1478 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 0.26 0.62 0.46 Intersection Summary
2514
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 9
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 0.30 0.07 0.94
Control Delay 11.6 2.1 10.9 0.9 35.1 62.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 2.1 10.9 0.9 35.1 62.3
Queue Length 50th (ft) 107 0 271 2 22 339
Queue Length 95th (ft) 126 42 303 23 41 #477
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 3943 1174 3663 1283 957 824
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.26 0.44 0.48 0.30 0.07 0.94
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2515
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 900 237 1751 88 504 532
v/c Ratio 0.30 0.15 0.39 0.09 0.33 0.52
Control Delay 12.8 0.2 14.9 2.5 35.2 20.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.8 0.2 14.9 2.5 35.2 20.5
Queue Length 50th (ft) 123 0 187 0 115 106
Queue Length 95th (ft) 142 0 208 22 148 168
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 4454 971 1520 1023
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.30 0.15 0.39 0.09 0.33 0.52
Intersection Summary
2516
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 11
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 21.0 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 21.0 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 63 119 434 130 172 116 127 109 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 541 664 1752 671 1759 1235 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
2517
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) NP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 12
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 0.39 0.13 0.37 0.67 0.82 0.74 0.11 0.04 0.79 0.17 Control Delay 73.5 50.8 3.7 77.8 59.2 49.4 85.5 28.3 0.1 84.5 25.0 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 50.8 3.7 77.8 59.2 49.4 85.5 28.3 0.1 84.5 25.0 Queue Length 50th (ft) 20 126 0 37 260 246 142 55 0 185 81 Queue Length 95th (ft) 50 159 16 76 330 344 212 116 0 262 158 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 882 453 365 472 499 365 882 791 358 898 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.06 0.33 0.12 0.10 0.62 0.77 0.40 0.11 0.04 0.54 0.17 Intersection Summary
2518
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 41 103 6 69 32 123 407 13 21 280 12 v/c Ratio 0.10 0.25 0.43 0.06 0.42 0.13 0.50 0.15 0.01 0.20 0.08 0.01 Control Delay 62.3 59.7 14.1 61.4 65.4 1.2 57.0 14.1 2.6 65.0 7.9 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 0.0 Total Delay 62.3 59.7 14.1 61.4 65.4 1.2 57.0 14.1 2.6 65.0 7.9 0.0 Queue Length 50th (ft) 9 34 0 5 58 0 55 48 0 18 24 0
Queue Length 95th (ft) 28 71 49 20 106 0 87 210 5 47 54 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 201 609 592 209 609 592 355 2702 1237 194 3551 1140 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.05 0.07 0.17 0.03 0.11 0.05 0.35 0.15 0.01 0.11 0.08 0.01 Intersection Summary
2519
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 2
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 63.6 12.8 0.6 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 63.0 56.5 7.8 68.0 58.2 75.7 11.0 0.0 63.6 12.8 0.6 Queue Length 50th (ft) 11 43 0 30 90 117 60 0 30 58 0
Queue Length 95th (ft) 34 79 28 65 150 177 103 0 53 107 0 Internal Link Dist (ft) 1692 5395 5238 2622
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
2520
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 3
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
2521
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 4
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
2522
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 5
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 1292
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
2523
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 6
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
2524
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 7
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 860 312 1684 801 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
2525
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 8
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
2526
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 9
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 0.28 0.11 0.67
Control Delay 7.5 1.6 7.6 0.5 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 0.5 44.7 51.2
Queue Length 50th (ft) 136 0 144 0 25 141
Queue Length 95th (ft) 193 36 204 0 43 186
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4670 1302 4333 1295 1310 1088
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.36 0.41 0.38 0.28 0.05 0.32
Intersection Summary
2527
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1401 371 1540 190 512 698
v/c Ratio 0.50 0.23 0.37 0.20 0.29 0.68
Control Delay 18.7 0.3 16.7 2.2 32.2 37.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.7 0.3 16.7 2.2 32.2 37.3
Queue Length 50th (ft) 245 0 165 0 114 267
Queue Length 95th (ft) 283 0 186 32 146 347
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 992 1749 1022
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.48 0.23 0.36 0.19 0.29 0.68
Intersection Summary
2528
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 11
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.
2529
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) NP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 12
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 2563
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
2530
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 92 261 18 351 70 479 401 18 82 571 113 v/c Ratio 0.27 0.19 0.43 0.17 0.79 0.15 0.61 0.23 0.02 0.57 0.33 0.18 Control Delay 66.7 37.6 6.2 64.4 60.7 2.1 46.6 33.4 3.1 74.8 34.3 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.7 37.6 6.2 64.4 60.7 2.1 46.6 33.4 3.1 74.8 34.3 6.7 Queue Length 50th (ft) 25 57 0 15 291 0 210 157 0 71 139 0 Queue Length 95th (ft) 49 84 25 35 298 0 237 192 m6 103 151 26 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 203 617 700 209 609 592 783 1777 850 193 1756 620 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.15 0.37 0.09 0.58 0.12 0.61 0.23 0.02 0.42 0.33 0.18 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2531
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 85 159 257 20 236 106 718 20 61 735 94 v/c Ratio 0.66 0.35 0.44 0.19 0.71 0.65 0.27 0.02 0.48 0.30 0.12 Control Delay 84.3 44.6 7.1 64.9 59.7 76.4 20.5 0.1 80.0 14.2 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 Total Delay 84.3 44.6 7.1 64.9 59.7 76.4 20.5 0.1 80.0 14.2 0.5 Queue Length 50th (ft) 73 121 0 17 183 91 131 0 56 69 1 Queue Length 95th (ft) 114 153 35 40 218 129 164 0 90 89 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 141 600 684 199 618 199 2638 879 194 2455 806 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.60 0.27 0.38 0.10 0.38 0.53 0.27 0.02 0.31 0.30 0.12 Intersection Summary
2532
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 33 290 165 53 377 128 182 667 57 189 841 57 v/c Ratio 0.17 0.57 0.45 0.28 0.63 0.35 0.64 0.24 0.06 0.65 0.29 0.06 Control Delay 67.7 61.9 11.2 69.5 60.9 12.9 74.7 17.7 0.1 74.3 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 61.9 11.2 69.5 60.9 12.9 74.7 17.7 0.1 74.3 18.2 0.1 Queue Length 50th (ft) 15 136 0 25 181 7 87 117 0 90 152 0 Queue Length 95th (ft) 33 174 60 47 221 61 123 161 0 126 205 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 2835 924 447 2898 942 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.07 0.27 0.28 0.12 0.36 0.23 0.42 0.24 0.06 0.42 0.29 0.06 Intersection Summary
2533
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 426 181 82 412 108 151 179 58 123 189 35 v/c Ratio 0.26 0.48 0.39 0.51 0.79 0.21 0.71 0.24 0.09 0.65 0.27 0.05 Control Delay 60.4 42.1 20.0 67.1 54.6 9.5 72.6 31.1 2.2 71.1 32.8 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 60.4 42.1 20.0 67.1 54.6 9.5 72.6 31.1 2.2 71.1 32.8 0.1 Queue Length 50th (ft) 31 154 57 68 322 10 125 103 0 102 113 0 Queue Length 95th (ft) 64 181 104 110 375 43 176 175 7 150 188 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 1008 517 283 535 520 285 735 680 285 712 661 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.42 0.35 0.29 0.77 0.21 0.53 0.24 0.09 0.43 0.27 0.05 Intersection Summary
2534
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 72 406 142 131 354 75 96 137 104 71 278 177 v/c Ratio 0.30 0.69 0.41 0.50 0.51 0.19 0.62 0.17 0.23 0.06 0.16 0.21 Control Delay 65.1 61.0 18.0 68.6 53.4 3.7 77.8 42.3 7.5 32.6 20.8 8.2 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 65.1 61.0 18.0 68.6 53.4 3.7 77.8 42.3 7.5 32.6 20.8 8.2 Queue Length 50th (ft) 32 184 27 60 157 0 86 52 0 22 70 24 Queue Length 95th (ft) 54 211 72 86 180 10 131 75 33 40 107 66 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 851 456 598 859 466 294 826 453 1158 1718 830 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.12 0.48 0.31 0.22 0.41 0.16 0.33 0.17 0.23 0.06 0.16 0.21 Intersection Summary
2535
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 101 292 346 342 553 257
v/c Ratio 0.48 0.66 0.71 0.13 0.35 0.32
Control Delay 42.5 12.0 36.3 3.0 17.6 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.5 12.0 36.3 3.0 17.6 7.8
Queue Length 50th (ft) 52 0 166 18 97 27
Queue Length 95th (ft) 79 33 195 30 133 59
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 677 486 2700 1560 792
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.19 0.43 0.71 0.13 0.35 0.32
Intersection Summary
2536
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 46 352 223 40 417 207 80 385 23 80 616 80 v/c Ratio 0.40 0.63 0.35 0.36 0.75 0.37 0.58 0.24 0.03 0.58 0.38 0.10 Control Delay 77.6 50.7 5.8 76.3 56.5 16.3 83.3 27.6 0.1 83.1 29.9 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 77.6 50.7 5.8 76.3 56.5 16.3 83.3 27.6 0.1 83.1 29.9 0.5 Queue Length 50th (ft) 44 302 0 38 373 54 77 121 0 77 209 0 Queue Length 95th (ft) 85 373 51 76 455 112 127 179 0 127 292 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 389 557 630 309 559 562 362 1588 746 306 1602 768 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.12 0.63 0.35 0.13 0.75 0.37 0.22 0.24 0.03 0.26 0.38 0.10 Intersection Summary
2537
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 302 172 49 457 100 143 430 142 820 v/c Ratio 0.12 0.67 0.37 0.34 0.84 0.19 0.72 0.29 0.71 0.54 Control Delay 55.7 49.7 13.3 61.0 55.1 7.8 74.1 25.8 72.7 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 49.7 13.3 61.0 55.1 7.8 74.1 25.8 72.7 31.0 Queue Length 50th (ft) 13 234 32 38 333 4 113 108 112 247 Queue Length 95th (ft) 37 289 82 79 455 42 182 182 180 378 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 564 155 593 567 224 1461 228 1508 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.11 0.53 0.30 0.32 0.77 0.18 0.64 0.29 0.62 0.54 Intersection Summary
2538
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1020 522 1843 401 70 776
v/c Ratio 0.25 0.44 0.50 0.31 0.08 0.97
Control Delay 11.1 2.1 10.8 0.9 36.0 68.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.1 2.1 10.8 0.9 36.0 68.4
Queue Length 50th (ft) 104 0 285 2 22 342
Queue Length 95th (ft) 123 41 318 25 42 #488
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4002 1184 3704 1283 925 800
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.25 0.44 0.50 0.31 0.08 0.97
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2539
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 902 237 1840 88 504 560
v/c Ratio 0.30 0.15 0.41 0.09 0.33 0.55
Control Delay 12.8 0.2 15.1 2.5 35.2 21.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.8 0.2 15.1 2.5 35.2 21.9
Queue Length 50th (ft) 124 0 199 0 115 120
Queue Length 95th (ft) 146 0 221 22 148 184
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 4454 971 1520 1023
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.30 0.15 0.41 0.09 0.33 0.55
Intersection Summary
2540
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 291 895 230 159 1098 172 249 412 183 331 518 v/c Ratio 0.75 0.54 0.35 0.54 0.72 0.32 0.70 0.24 0.57 0.19 0.40 Control Delay 78.9 44.4 5.8 74.8 52.3 21.5 77.4 29.3 74.4 36.6 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 78.9 44.4 5.8 74.8 52.3 21.5 77.4 29.3 74.4 36.6 3.8 Queue Length 50th (ft) 149 271 0 80 365 59 128 87 93 85 0 Queue Length 95th (ft) 195 325 63 119 440 133 172 120 134 118 44 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 1521 532 664 1750 671 1759 1291 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.53 0.54 0.35 0.29 0.72 0.32 0.38 0.24 0.27 0.19 0.40 Intersection Summary
2541
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) WP - AM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 21 311 66 38 297 385 151 96 35 193 149 v/c Ratio 0.22 0.41 0.17 0.37 0.68 0.82 0.75 0.11 0.04 0.79 0.17 Control Delay 73.5 51.1 6.5 77.8 59.4 49.4 85.4 28.4 0.1 84.6 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.5 51.1 6.5 77.8 59.4 49.4 85.4 28.4 0.1 84.6 25.4 Queue Length 50th (ft) 20 135 0 37 266 248 145 55 0 186 81 Queue Length 95th (ft) 50 168 29 76 337 346 215 117 0 262 159 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 885 454 365 474 498 365 878 789 335 891 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.06 0.35 0.15 0.10 0.63 0.77 0.41 0.11 0.04 0.58 0.17 Intersection Summary
2542
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 41 122 6 69 32 134 416 13 21 296 12 v/c Ratio 0.10 0.25 0.49 0.06 0.42 0.13 0.53 0.15 0.01 0.20 0.08 0.01 Control Delay 62.3 59.7 15.9 61.4 65.4 1.2 56.8 13.9 2.8 65.0 8.1 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 0.0 Total Delay 62.3 59.7 15.9 61.4 65.4 1.2 56.8 13.9 2.8 65.0 8.1 0.0 Queue Length 50th (ft) 9 34 0 5 58 0 60 65 0 18 26 0
Queue Length 95th (ft) 28 71 59 20 106 0 93 210 5 47 57 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 201 609 600 209 609 592 355 2702 1237 194 3538 1136 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.05 0.07 0.20 0.03 0.11 0.05 0.38 0.15 0.01 0.11 0.08 0.01 Intersection Summary
2543
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 13 55 92 35 133 136 524 27 58 422 11 v/c Ratio 0.12 0.26 0.32 0.32 0.54 0.69 0.16 0.02 0.46 0.14 0.01 Control Delay 63.0 55.9 7.5 68.0 57.6 75.7 11.8 0.0 66.4 13.3 0.6 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 63.0 55.9 7.5 68.0 57.6 75.7 11.8 0.0 66.4 13.3 0.6 Queue Length 50th (ft) 11 47 0 30 97 117 63 0 46 61 0
Queue Length 95th (ft) 34 82 28 65 160 177 110 0 68 115 0 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 598 203 592 217 3353 1087 194 3022 965 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.09 0.15 0.17 0.22 0.63 0.16 0.02 0.30 0.14 0.01 Intersection Summary
2544
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 38 384 120 38 360 165 259 699 98 153 494 33 v/c Ratio 0.20 0.67 0.34 0.20 0.61 0.42 0.71 0.24 0.10 0.59 0.18 0.04 Control Delay 68.0 63.2 11.0 68.0 60.1 12.0 73.9 17.9 1.8 74.0 19.6 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 68.0 63.2 11.0 68.0 60.1 12.0 73.9 17.9 1.8 74.0 19.6 0.1 Queue Length 50th (ft) 18 182 1 18 167 8 124 124 0 73 90 0 Queue Length 95th (ft) 38 229 56 38 212 71 167 173 19 109 131 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 589 453 2901 945 447 2725 893 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.08 0.35 0.21 0.09 0.33 0.28 0.57 0.24 0.10 0.34 0.18 0.04 Intersection Summary
2545
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 487 87 39 408 91 112 163 58 82 153 14 v/c Ratio 0.15 0.54 0.19 0.26 0.79 0.18 0.61 0.20 0.08 0.50 0.19 0.02 Control Delay 57.7 43.8 6.5 60.3 54.6 6.8 69.9 26.7 2.0 66.7 27.9 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 43.8 6.5 60.3 54.6 6.8 69.9 26.7 2.0 66.7 27.9 0.1 Queue Length 50th (ft) 17 185 0 31 325 0 93 87 0 67 83 0 Queue Length 95th (ft) 46 216 34 69 406 38 152 164 12 119 160 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 1007 517 291 542 527 288 831 758 288 811 742 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.08 0.48 0.17 0.13 0.75 0.17 0.39 0.20 0.08 0.28 0.19 0.02 Intersection Summary
2546
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 128 361 108 81 320 55 147 237 74 39 139 84 v/c Ratio 0.49 0.67 0.30 0.32 0.61 0.15 0.60 0.27 0.14 0.03 0.08 0.10 Control Delay 68.4 62.3 4.1 65.6 60.9 0.9 67.9 43.7 0.6 30.0 21.1 2.1 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 68.4 62.3 4.1 65.6 60.9 0.9 67.9 43.7 0.6 30.0 21.1 2.1 Queue Length 50th (ft) 58 165 0 36 144 0 128 92 0 11 35 0 Queue Length 95th (ft) 92 211 18 64 192 0 199 132 0 26 62 18 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 867 497 610 876 507 243 884 511 1294 1732 832 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.21 0.42 0.22 0.13 0.37 0.11 0.60 0.27 0.14 0.03 0.08 0.10 Intersection Summary
2547
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 100 107 193 564 398 84
v/c Ratio 0.49 0.38 0.61 0.21 0.20 0.09
Control Delay 42.9 11.3 40.6 3.2 11.3 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.9 11.3 40.6 3.2 11.3 3.3
Queue Length 50th (ft) 51 0 96 33 53 0
Queue Length 95th (ft) 85 34 138 51 83 18
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 547 315 2732 1952 912
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.19 0.20 0.61 0.21 0.20 0.09
Intersection Summary
2548
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 56 441 265 23 410 79 132 570 49 46 355 49 v/c Ratio 0.46 0.78 0.42 0.21 0.79 0.16 0.72 0.32 0.06 0.40 0.22 0.06 Control Delay 79.3 57.7 10.7 72.3 62.0 3.5 85.7 25.3 2.2 77.3 28.7 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 79.3 57.7 10.7 72.3 62.0 3.5 85.7 25.3 2.2 77.3 28.7 0.2 Queue Length 50th (ft) 54 403 37 22 367 0 127 182 0 44 115 0 Queue Length 95th (ft) 100 499 106 54 479 22 195 261 12 88 179 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 584 644 321 521 512 369 1800 819 312 1617 759 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.15 0.76 0.41 0.07 0.79 0.15 0.36 0.32 0.06 0.15 0.22 0.06 Intersection Summary
2549
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 24 372 190 39 328 84 159 820 84 595 v/c Ratio 0.17 0.83 0.41 0.27 0.73 0.19 0.72 0.46 0.47 0.37 Control Delay 56.7 60.5 18.1 59.4 53.0 6.2 71.0 25.3 61.8 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.7 60.5 18.1 59.4 53.0 6.2 71.0 25.3 61.8 26.8 Queue Length 50th (ft) 18 287 51 30 247 0 125 250 66 177 Queue Length 95th (ft) 47 368 109 68 319 32 196 367 118 268 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 591 572 157 591 566 252 1769 231 1610 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.15 0.63 0.33 0.25 0.55 0.15 0.63 0.46 0.36 0.37 Intersection Summary
2550
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1677 534 1696 370 67 345
v/c Ratio 0.36 0.41 0.39 0.29 0.11 0.67
Control Delay 7.5 1.6 7.6 0.6 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 0.6 44.7 51.2
Queue Length 50th (ft) 138 0 148 0 25 141
Queue Length 95th (ft) 194 36 210 0 43 186
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4670 1302 4323 1295 1310 1088
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.36 0.41 0.39 0.29 0.05 0.32
Intersection Summary
2551
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1408 371 1596 190 512 785
v/c Ratio 0.49 0.23 0.38 0.20 0.30 0.78
Control Delay 18.2 0.3 16.4 2.2 32.6 42.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.2 0.3 16.4 2.2 32.6 42.1
Queue Length 50th (ft) 246 0 173 0 114 317
Queue Length 95th (ft) 284 0 194 32 146 407
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 992 1714 1002
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.48 0.23 0.37 0.19 0.30 0.78
Intersection Summary
2552
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 475 1425 315 329 1106 148 365 736 289 291 333 v/c Ratio 0.89 0.96 0.52 0.77 0.83 0.31 0.79 0.44 0.74 0.18 0.30 Control Delay 84.4 68.5 19.1 78.4 60.7 21.2 77.6 35.7 77.8 39.7 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 84.4 68.5 19.1 78.4 60.7 21.2 77.6 35.7 77.8 39.7 4.6 Queue Length 50th (ft) 244 521 88 169 394 47 187 182 148 78 0 Queue Length 95th (ft) #328 #682 196 217 453 112 236 235 195 110 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 1334 475 677 1683 671 1617 1102 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.85 0.96 0.52 0.59 0.83 0.31 0.54 0.44 0.43 0.18 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2553
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) WP - PM Pk Hr LSA Synchro 11 Report
02/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 24 303 87 49 275 135 129 125 77 116 133 v/c Ratio 0.25 0.49 0.26 0.44 0.74 0.36 0.71 0.12 0.08 0.69 0.13 Control Delay 74.3 57.9 13.9 79.9 68.8 24.2 85.7 19.8 4.6 85.3 19.9 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 74.3 57.9 13.9 79.9 68.8 24.2 85.7 19.8 4.6 85.3 19.9 Queue Length 50th (ft) 23 140 7 47 258 47 124 60 0 112 63 Queue Length 95th (ft) 55 181 54 92 340 105 191 119 30 176 126 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 810 422 369 433 428 369 1042 922 369 1012 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.37 0.21 0.13 0.64 0.32 0.35 0.12 0.08 0.31 0.13 Intersection Summary
2554
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 93 295 25 355 70 572 568 22 82 771 113 v/c Ratio 0.27 0.20 0.48 0.24 0.79 0.15 0.62 0.32 0.03 0.57 0.50 0.20 Control Delay 66.7 39.6 6.5 66.0 60.6 2.1 39.7 35.0 4.4 74.8 40.1 7.0 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 66.7 39.6 6.5 66.0 60.6 2.1 39.7 35.0 4.4 74.8 40.1 7.0 Queue Length 50th (ft) 25 65 0 21 294 0 250 240 0 71 207 0 Queue Length 95th (ft) 49 86 25 44 300 0 #289 271 m8 103 205 26 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 203 615 721 209 609 592 919 1770 847 193 1546 559 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 0.15 0.41 0.12 0.58 0.12 0.62 0.32 0.03 0.42 0.50 0.20 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. 2555
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 87 168 301 27 248 165 981 24 62 975 95 v/c Ratio 0.61 0.35 0.48 0.25 0.73 0.70 0.38 0.03 0.48 0.45 0.13 Control Delay 77.3 43.0 6.6 66.5 60.0 71.4 23.4 0.1 79.6 16.4 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 Total Delay 77.3 43.0 6.6 66.5 60.0 71.4 23.4 0.1 79.6 16.4 0.5 Queue Length 50th (ft) 75 127 0 23 194 140 195 0 56 93 1 Queue Length 95th (ft) 113 155 34 48 229 181 241 0 94 113 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 600 714 199 578 242 2563 857 194 2173 728 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 0.48 0.28 0.42 0.14 0.43 0.68 0.38 0.03 0.32 0.45 0.13 Intersection Summary
2556
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 461 170 338 702 277 210 991 242 285 1443 228 v/c Ratio 0.53 0.66 0.41 0.84 0.78 0.56 0.68 0.49 0.34 0.74 0.67 0.31 Control Delay 73.4 57.8 17.4 81.4 56.4 27.0 74.5 35.2 12.5 73.8 37.4 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.4 57.8 17.4 81.4 56.4 27.0 74.5 35.2 12.5 73.8 37.4 15.7 Queue Length 50th (ft) 58 215 37 162 325 116 100 254 44 136 398 61 Queue Length 95th (ft) 89 245 93 #214 361 188 138 342 124 176 519 143 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 564 426 1064 562 438 2015 719 456 2158 732 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 0.27 0.43 0.30 0.79 0.66 0.49 0.48 0.49 0.34 0.63 0.67 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2557
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 100 795 287 176 862 158 227 306 106 244 546 139 v/c Ratio 0.57 0.76 0.54 0.78 1.44 0.28 0.87 0.61 0.21 0.90 1.06 0.28 Control Delay 68.7 47.9 30.8 77.0 240.8 15.9 84.6 48.0 7.7 88.1 103.2 15.9 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 47.9 30.8 77.0 240.8 15.9 84.6 48.0 7.7 88.1 103.2 15.9 Queue Length 50th (ft) 83 323 138 145 ~970 39 186 229 0 203 ~529 30 Queue Length 95th (ft) 129 380 216 203 #1162 87 #275 303 38 #306 #673 74 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1049 534 283 599 571 285 502 504 285 513 502 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 0.35 0.76 0.54 0.62 1.44 0.28 0.80 0.61 0.21 0.86 1.06 0.28 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.
2558
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 130 824 161 257 782 136 134 233 159 183 458 242 v/c Ratio 0.50 0.81 0.31 0.71 0.70 0.24 0.72 0.28 0.34 0.28 0.40 0.42 Control Delay 68.7 53.7 15.3 71.2 45.3 10.2 80.0 44.0 12.5 50.3 39.2 23.4 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 68.7 53.7 15.3 71.2 45.3 10.2 80.0 44.0 12.5 50.3 39.2 23.4 Queue Length 50th (ft) 59 356 34 118 314 17 120 91 19 76 175 93 Queue Length 95th (ft) 86 407 82 147 356 55 169 119 64 104 221 161 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 1012 523 598 1124 576 294 826 469 656 1135 582 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 0.22 0.81 0.31 0.43 0.70 0.24 0.46 0.28 0.34 0.28 0.40 0.42 Intersection Summary
2559
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 107 293 349 514 942 266
v/c Ratio 0.50 0.66 0.67 0.19 0.63 0.37
Control Delay 43.1 11.9 33.6 3.2 22.5 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.1 11.9 33.6 3.2 22.5 12.4
Queue Length 50th (ft) 55 0 165 30 197 52
Queue Length 95th (ft) 83 33 196 44 239 94
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 678 518 2694 1490 727
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 0.20 0.43 0.67 0.19 0.63 0.37
Intersection Summary
2560
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 47 405 392 77 459 207 176 531 23 80 946 83 v/c Ratio 0.41 0.72 0.54 0.57 0.74 0.34 0.78 0.36 0.03 0.58 0.73 0.13 Control Delay 77.9 54.1 9.0 82.5 52.4 14.8 84.8 32.3 0.1 83.1 46.4 1.1 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 77.9 54.1 9.0 82.5 52.4 14.8 84.8 32.3 0.1 83.1 46.4 1.1 Queue Length 50th (ft) 45 351 31 74 403 52 169 185 0 77 422 0 Queue Length 95th (ft) 86 437 104 124 488 106 234 261 0 127 #615 2 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 572 726 309 623 611 362 1468 697 306 1298 647 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 0.13 0.71 0.54 0.25 0.74 0.34 0.49 0.36 0.03 0.26 0.73 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2561
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 320 173 49 470 117 143 632 173 1302 v/c Ratio 0.12 0.70 0.36 0.34 0.84 0.21 0.67 0.44 0.80 0.89 Control Delay 55.7 50.4 12.5 61.0 55.4 5.0 68.0 29.6 80.1 44.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 50.4 12.5 61.0 55.4 5.0 68.0 29.6 80.1 44.4 Queue Length 50th (ft) 13 248 30 38 340 0 113 187 136 487 Queue Length 95th (ft) 37 307 80 79 470 35 174 280 #240 #841 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 567 155 596 594 294 1424 231 1464 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 0.11 0.56 0.31 0.32 0.79 0.20 0.49 0.44 0.75 0.89 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2562
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1116 544 2106 472 78 776
v/c Ratio 0.28 0.46 0.58 0.37 0.08 0.95
Control Delay 11.9 2.2 11.6 1.3 35.2 65.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.9 2.2 11.6 1.3 35.2 65.0
Queue Length 50th (ft) 120 0 350 7 25 344
Queue Length 95th (ft) 139 42 388 38 45 #486
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 3943 1183 3627 1283 957 815
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 0.28 0.46 0.58 0.37 0.08 0.95
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2563
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 999 248 2172 92 514 664
v/c Ratio 0.34 0.16 0.49 0.09 0.34 0.67
Control Delay 13.1 0.2 16.1 2.5 35.3 30.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.1 0.2 16.1 2.5 35.3 30.5
Queue Length 50th (ft) 136 0 250 0 118 196
Queue Length 95th (ft) 157 0 274 23 151 272
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 4454 973 1520 987
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 0.34 0.16 0.49 0.09 0.34 0.67
Intersection Summary
2564
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 383 954 268 163 1143 190 269 461 212 441 778 v/c Ratio 0.82 0.58 0.39 0.55 0.82 0.38 0.72 0.27 0.63 0.25 0.58 Control Delay 79.6 45.3 6.3 75.0 58.4 24.3 77.7 31.7 75.9 38.1 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.6 45.3 6.3 75.0 58.4 24.3 77.7 31.7 75.9 38.1 10.4 Queue Length 50th (ft) 196 293 4 83 400 72 138 104 109 117 68 Queue Length 95th (ft) 250 350 73 122 473 152 183 141 151 156 148 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 548 1641 687 553 1400 502 664 1733 671 1735 1342 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 0.70 0.58 0.39 0.29 0.82 0.38 0.41 0.27 0.32 0.25 0.58 Intersection Summary
2565
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 33 598 146 39 466 385 217 101 40 193 176 v/c Ratio 0.33 0.47 0.24 0.38 0.70 0.62 0.81 0.17 0.07 0.79 0.31 Control Delay 76.6 38.9 16.9 78.1 47.7 35.7 83.5 39.9 0.2 84.5 42.0 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 76.6 38.9 16.9 78.1 47.7 35.7 83.5 39.9 0.2 84.5 42.0 Queue Length 50th (ft) 32 242 45 38 397 251 208 70 0 185 126 Queue Length 95th (ft) 69 295 98 77 517 360 287 134 2 262 220 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 1267 616 365 670 622 365 610 571 358 565 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 0.09 0.47 0.24 0.11 0.70 0.62 0.59 0.17 0.07 0.54 0.31 Intersection Summary
2566
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 44 209 18 71 32 188 663 27 21 520 12 v/c Ratio 0.10 0.27 0.63 0.17 0.36 0.12 0.63 0.25 0.02 0.20 0.15 0.01 Control Delay 62.3 60.0 16.0 64.4 59.7 1.0 55.5 18.9 6.3 65.0 10.3 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 0.0 Total Delay 62.3 60.0 16.0 64.4 59.7 1.0 55.5 18.9 6.3 65.0 10.3 0.0 Queue Length 50th (ft) 9 37 0 15 60 0 84 191 1 18 52 0
Queue Length 95th (ft) 28 73 75 42 108 0 121 351 18 47 105 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 201 609 658 209 609 586 383 2637 1207 194 3378 1087 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.07 0.32 0.09 0.12 0.05 0.49 0.25 0.02 0.11 0.15 0.01 Intersection Summary
2567
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 65 145 48 146 193 851 41 63 761 14 v/c Ratio 0.13 0.32 0.48 0.41 0.53 0.63 0.26 0.04 0.49 0.29 0.02 Control Delay 63.2 58.2 13.2 70.4 55.6 62.2 13.6 0.1 64.6 19.1 0.7 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 63.2 58.2 13.2 70.4 55.6 62.2 13.6 0.1 64.6 19.1 0.7 Queue Length 50th (ft) 12 55 0 41 108 160 113 0 45 139 0 Queue Length 95th (ft) 34 93 56 81 173 233 187 0 67 219 2 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 618 203 593 305 3258 1059 194 2630 855 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 0.11 0.23 0.24 0.25 0.63 0.26 0.04 0.32 0.29 0.02 Intersection Summary
2568
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 268 733 131 362 632 323 297 1470 502 351 1065 210 v/c Ratio 0.72 0.79 0.26 0.86 0.63 0.57 0.76 0.87 0.74 0.81 0.61 0.34 Control Delay 74.0 56.7 9.3 82.7 48.5 23.7 75.7 53.0 31.3 76.7 43.1 17.2 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 74.0 56.7 9.3 82.7 48.5 23.7 75.7 53.0 31.3 76.7 43.1 17.2 Queue Length 50th (ft) 128 342 9 174 273 119 142 489 239 167 311 55 Queue Length 95th (ft) 172 392 59 #248 331 216 191 #647 #446 #233 396 137 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 602 451 1690 677 461 1744 619 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 0.57 0.67 0.23 0.82 0.58 0.54 0.66 0.87 0.74 0.76 0.61 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2569
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 147 1055 165 113 933 216 210 526 161 162 372 111 v/c Ratio 0.70 0.92 0.29 0.61 1.61 0.39 0.83 0.93 0.28 0.74 0.70 0.22 Control Delay 71.7 56.4 16.8 69.8 315.3 23.2 80.6 69.8 11.6 73.9 50.9 11.4 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 71.7 56.4 16.8 69.8 315.3 23.2 80.6 69.8 11.6 73.9 50.9 11.4 Queue Length 50th (ft) 121 445 43 93 ~1122 79 172 432 21 133 286 12 Queue Length 95th (ft) 186 #633 106 152 #1449 163 #276 #713 81 203 408 60 Internal Link Dist (ft) 5383 1263 627 5240
Turn Bay Length (ft) 230 50 215 60 230 104 255 25
Base Capacity (vph) 288 1145 575 291 578 555 288 563 567 288 529 516 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 0.51 0.92 0.29 0.39 1.61 0.39 0.73 0.93 0.28 0.56 0.70 0.22 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.
2570
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 196 908 163 173 920 149 214 413 184 138 279 164 v/c Ratio 0.63 0.76 0.27 0.59 0.78 0.25 0.83 0.47 0.38 0.23 0.28 0.31 Control Delay 70.6 47.1 13.9 70.1 48.4 12.4 82.9 47.1 20.2 50.8 41.7 15.9 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 70.6 47.1 13.9 70.1 48.4 12.4 82.9 47.1 20.2 50.8 41.7 15.9 Queue Length 50th (ft) 90 386 34 79 396 26 191 170 53 56 106 35 Queue Length 95th (ft) 129 485 94 117 499 82 276 223 124 88 152 100 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 1190 596 610 1181 601 314 884 479 611 995 528 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 0.32 0.76 0.27 0.28 0.78 0.25 0.68 0.47 0.38 0.23 0.28 0.31 Intersection Summary
2571
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 111 110 194 1000 673 91
v/c Ratio 0.52 0.38 0.53 0.37 0.37 0.11
Control Delay 43.4 11.0 36.0 4.1 13.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.4 11.0 36.0 4.1 13.9 5.9
Queue Length 50th (ft) 57 0 94 70 104 8
Queue Length 95th (ft) 91 33 139 103 145 29
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 549 368 2716 1828 847
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 0.21 0.20 0.53 0.37 0.37 0.11
Intersection Summary
2572
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 59 502 418 46 478 79 332 938 49 46 588 51 v/c Ratio 0.48 0.75 0.55 0.40 0.73 0.12 0.90 0.61 0.07 0.40 0.61 0.10 Control Delay 79.7 51.0 13.4 77.4 50.5 0.6 84.7 37.1 0.2 77.3 52.4 0.4 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 79.7 51.0 13.4 77.4 50.5 0.6 84.7 37.1 0.2 77.3 52.4 0.4 Queue Length 50th (ft) 57 445 88 44 419 0 309 375 0 44 274 0 Queue Length 95th (ft) 105 570 192 88 545 2 #500 501 0 88 350 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 671 764 309 657 637 384 1529 723 312 969 517 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 0.16 0.75 0.55 0.15 0.73 0.12 0.86 0.61 0.07 0.15 0.61 0.10 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2573
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 24 388 191 39 350 126 160 1338 116 958 v/c Ratio 0.17 0.84 0.39 0.27 0.75 0.26 0.70 0.82 0.60 0.61 Control Delay 56.7 60.1 14.9 59.4 53.5 6.5 68.0 37.2 66.1 32.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.7 60.1 14.9 59.4 53.5 6.5 68.0 37.2 66.1 32.8 Queue Length 50th (ft) 18 299 40 30 263 0 126 518 92 332 Queue Length 95th (ft) 47 381 97 68 339 43 192 #827 151 #542 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 592 584 157 592 591 304 1629 232 1566 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 0.15 0.66 0.33 0.25 0.59 0.21 0.53 0.82 0.50 0.61 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2574
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1773 551 1959 426 74 345
v/c Ratio 0.38 0.42 0.46 0.33 0.12 0.67
Control Delay 7.8 1.6 8.3 0.7 44.6 52.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.8 1.6 8.3 0.7 44.6 52.3
Queue Length 50th (ft) 150 0 184 0 27 145
Queue Length 95th (ft) 210 37 258 0 47 190
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4651 1304 4279 1295 1310 1083
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 0.38 0.42 0.46 0.33 0.06 0.32
Intersection Summary
2575
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1507 378 1878 205 536 1018
v/c Ratio 0.52 0.24 0.43 0.21 0.33 1.07
Control Delay 17.9 0.3 16.4 2.2 33.7 88.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.9 0.3 16.4 2.2 33.7 88.9
Queue Length 50th (ft) 271 0 214 0 120 ~521
Queue Length 95th (ft) 312 0 237 34 153 #669
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 998 1643 953
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 0.52 0.24 0.43 0.21 0.33 1.07
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.
2576
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 705 1488 344 332 1184 211 405 875 329 376 504 v/c Ratio 1.26 1.00 0.56 0.78 0.92 0.44 0.81 0.53 0.77 0.24 0.42 Control Delay 182.1 77.8 21.2 78.3 68.0 26.9 76.9 40.6 78.2 41.8 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 182.1 77.8 21.2 78.3 68.0 26.9 76.9 40.6 78.2 41.8 4.4 Queue Length 50th (ft) ~459 ~557 108 170 430 88 207 242 169 105 0 Queue Length 95th (ft) #588 #732 225 218 #510 170 258 304 217 143 48 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 240 240 245 150 200 230 185
Base Capacity (vph) 559 1486 615 559 1292 476 677 1639 671 1558 1193 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 1.26 1.00 0.56 0.59 0.92 0.44 0.60 0.53 0.49 0.24 0.42 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.
2577
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 45 616 169 55 694 135 297 128 80 116 174 v/c Ratio 0.42 0.45 0.26 0.48 0.95 0.20 0.90 0.20 0.13 0.69 0.38 Control Delay 79.2 36.6 18.8 80.8 67.9 15.0 88.1 37.2 7.8 85.3 48.1 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 79.2 36.6 18.8 80.8 67.9 15.0 88.1 37.2 7.8 85.3 48.1 Queue Length 50th (ft) 44 239 59 53 666 36 282 89 0 112 137 Queue Length 95th (ft) 86 311 124 100 #975 89 #421 151 40 176 215 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 1374 662 369 731 668 369 640 597 369 458 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 0.12 0.45 0.26 0.15 0.95 0.20 0.80 0.20 0.13 0.31 0.38 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2578
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 101 250 46 486 84 478 478 30 71 664 98 v/c Ratio 0.23 0.19 0.39 0.40 0.85 0.15 0.71 0.30 0.04 0.53 0.42 0.17 Control Delay 65.9 35.0 5.4 70.2 57.4 2.8 44.2 32.4 7.4 73.7 38.4 5.4 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 65.9 35.0 5.4 70.2 57.4 2.8 44.2 32.4 7.4 73.7 38.4 5.4 Queue Length 50th (ft) 21 64 0 40 398 0 220 201 2 61 174 0 Queue Length 95th (ft) 52 102 57 81 488 20 m#393 m263 m15 111 215 34 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 203 631 703 209 632 610 669 1620 785 192 1573 566 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 0.12 0.16 0.36 0.22 0.77 0.14 0.71 0.30 0.04 0.37 0.42 0.17 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. 2579
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 78 170 272 108 566 149 865 22 60 873 86 v/c Ratio 0.57 0.27 0.38 0.68 0.93 0.83 0.48 0.03 0.47 0.56 0.15 Control Delay 75.5 34.3 5.3 80.1 64.6 94.0 36.2 0.1 91.3 22.9 0.7 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 34.3 5.3 80.1 64.6 94.0 36.2 0.1 91.3 22.9 0.7 Queue Length 50th (ft) 67 108 0 93 460 129 222 0 55 103 0 Queue Length 95th (ft) 120 174 63 154 #723 #240 279 0 105 127 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 631 716 199 609 192 1803 639 194 1566 558 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 0.43 0.27 0.38 0.54 0.93 0.78 0.48 0.03 0.31 0.56 0.15 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2580
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 442 311 335 664 260 424 996 348 280 1450 229 v/c Ratio 0.53 0.66 0.63 0.84 0.77 0.54 0.76 0.48 0.45 0.73 0.79 0.36 Control Delay 73.4 58.9 19.1 81.2 56.6 25.9 66.9 34.0 12.7 73.8 46.7 19.1 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 73.4 58.9 19.1 81.2 56.6 25.9 66.9 34.0 12.7 73.8 46.7 19.1 Queue Length 50th (ft) 58 207 61 160 307 102 198 251 64 134 452 70 Queue Length 95th (ft) 92 246 154 #225 357 183 255 347 180 178 #638 163 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 643 426 1058 560 560 2067 776 455 1828 639 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 0.27 0.41 0.48 0.79 0.63 0.46 0.76 0.48 0.45 0.62 0.79 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2581
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 96 739 396 138 760 152 237 337 91 360 970 134 v/c Ratio 0.56 0.67 0.69 0.68 1.26 0.26 0.89 0.69 0.19 1.26 1.91 0.27 Control Delay 68.4 43.6 35.7 72.0 168.2 15.1 86.8 51.9 8.0 187.4 446.8 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 43.6 35.7 72.0 168.2 15.1 86.8 51.9 8.0 187.4 446.8 15.2 Queue Length 50th (ft) 80 284 211 114 ~788 35 196 257 0 ~380 ~1272 27 Queue Length 95th (ft) 134 379 354 178 #1091 94 #333 367 42 #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 1099 571 283 602 574 285 487 481 285 507 497 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 0.33 0.67 0.69 0.49 1.26 0.26 0.83 0.69 0.19 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.
2582
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 89 778 228 345 734 165 127 154 188 129 475 224 v/c Ratio 0.36 0.85 0.47 0.77 0.65 0.28 0.70 0.19 0.37 0.20 0.41 0.38 Control Delay 66.3 58.6 25.7 70.1 43.3 12.2 79.6 42.6 7.7 49.2 39.0 21.3 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 66.3 58.6 25.7 70.1 43.3 12.2 79.6 42.6 7.7 49.2 39.0 21.3 Queue Length 50th (ft) 40 343 87 158 289 30 114 58 0 52 181 77 Queue Length 95th (ft) 69 #466 177 205 360 86 177 91 62 84 251 165 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 924 487 598 1137 587 294 826 511 660 1151 588 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 0.15 0.84 0.47 0.58 0.65 0.28 0.43 0.19 0.37 0.20 0.41 0.38 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2583
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 88 254 308 440 905 314
v/c Ratio 0.44 0.63 0.61 0.16 0.59 0.41
Control Delay 41.9 12.3 32.5 2.9 20.4 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 12.3 32.5 2.9 20.4 11.2
Queue Length 50th (ft) 45 0 145 23 177 55
Queue Length 95th (ft) 86 65 223 44 271 136
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 651 504 2718 1543 767
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 0.39 0.61 0.16 0.59 0.41
Intersection Summary
2584
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 66 435 389 75 512 253 175 463 23 125 796 117 v/c Ratio 0.52 0.64 0.50 0.56 0.71 0.37 0.77 0.39 0.04 0.71 0.73 0.21 Control Delay 81.1 45.6 9.6 82.4 47.1 17.9 84.9 39.8 0.1 86.0 51.6 5.4 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 81.1 45.6 9.6 82.4 47.1 17.9 84.9 39.8 0.1 86.0 51.6 5.4 Queue Length 50th (ft) 64 351 44 73 431 81 168 182 0 121 366 0 Queue Length 95th (ft) 114 498 143 126 602 166 243 247 0 187 476 38 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 676 778 309 720 686 362 1185 583 306 1092 566 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 0.18 0.64 0.50 0.24 0.71 0.37 0.48 0.39 0.04 0.41 0.73 0.21 Intersection Summary
2585
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 317 210 50 455 118 303 625 176 1203 v/c Ratio 0.11 0.70 0.43 0.35 0.82 0.21 0.84 0.44 0.81 1.03 Control Delay 55.4 50.6 14.6 61.3 53.8 5.2 68.8 29.1 81.0 76.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.4 50.6 14.6 61.3 53.8 5.2 68.8 29.1 81.0 76.4 Queue Length 50th (ft) 11 246 44 39 327 0 227 183 138 ~575 Queue Length 95th (ft) 34 309 103 80 459 37 #444 278 #252 #774 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 578 155 596 594 361 1421 231 1166 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 0.55 0.36 0.32 0.76 0.20 0.84 0.44 0.76 1.03 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.
2586
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1313 956 2226 494 83 837
v/c Ratio 0.33 0.71 0.61 0.39 0.09 1.04
Control Delay 12.4 4.1 12.4 1.4 35.3 87.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.4 4.1 12.4 1.4 35.3 87.4
Queue Length 50th (ft) 146 0 383 11 26 ~421
Queue Length 95th (ft) 168 49 425 43 47 #563
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 3943 1341 3642 1283 957 802
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 0.33 0.71 0.61 0.39 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.
2587
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1172 254 2251 101 528 657
v/c Ratio 0.39 0.16 0.51 0.10 0.35 0.70
Control Delay 13.8 0.2 16.4 2.4 35.4 35.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 0.2 16.4 2.4 35.4 35.6
Queue Length 50th (ft) 161 0 262 0 121 223
Queue Length 95th (ft) 181 0 287 24 155 301
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 4454 976 1520 941
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 0.39 0.16 0.51 0.10 0.35 0.70
Intersection Summary
2588
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 411 1006 391 211 1196 197 409 650 212 488 723 v/c Ratio 0.84 0.63 0.52 0.65 0.87 0.40 0.81 0.37 0.63 0.32 0.59 Control Delay 80.8 47.4 8.1 77.3 62.3 26.0 76.9 35.2 75.9 43.3 13.0 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 80.8 47.4 8.1 77.3 62.3 26.0 76.9 35.2 75.9 43.3 13.0 Queue Length 50th (ft) 210 316 20 108 429 80 209 162 109 140 78 Queue Length 95th (ft) 269 382 114 150 #525 161 260 209 151 185 161 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 1370 492 664 1736 671 1541 1216 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 0.75 0.63 0.52 0.38 0.87 0.40 0.62 0.37 0.32 0.32 0.59 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2589
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 55 714 281 78 482 402 222 104 42 356 589 v/c Ratio 0.48 0.57 0.46 0.58 0.68 0.62 0.81 0.24 0.10 0.97 1.13 Control Delay 81.0 42.0 29.8 83.8 46.1 35.2 83.3 49.1 1.1 98.2 127.6 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 81.0 42.0 29.8 83.8 46.1 35.2 83.3 49.1 1.1 98.2 127.6 Queue Length 50th (ft) 53 294 150 75 398 257 213 84 0 351 ~679 Queue Length 95th (ft) 100 378 251 129 556 395 293 140 4 #563 #1018 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 1243 606 365 704 650 365 428 425 367 521 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 0.15 0.57 0.46 0.21 0.68 0.62 0.61 0.24 0.10 0.97 1.13 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.
2590
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 136 195 18 112 61 180 672 79 73 517 13 v/c Ratio 0.10 0.57 0.52 0.17 0.42 0.19 0.61 0.28 0.07 0.53 0.16 0.01 Control Delay 62.3 64.3 11.9 64.5 56.0 1.8 50.5 25.3 14.1 73.7 12.5 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 0.0 Total Delay 62.3 64.3 11.9 64.5 56.0 1.8 50.5 25.3 14.1 73.7 12.5 0.0 Queue Length 50th (ft) 9 114 0 15 92 0 80 248 19 63 58 0 Queue Length 95th (ft) 28 177 69 42 150 3 119 366 75 113 113 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 201 609 649 209 609 592 360 2364 1096 194 3188 1034 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.22 0.30 0.09 0.18 0.10 0.50 0.28 0.07 0.38 0.16 0.01 Intersection Summary
2591
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 128 146 139 200 195 842 196 113 743 14 v/c Ratio 0.13 0.58 0.46 0.78 0.52 0.67 0.31 0.22 0.66 0.32 0.02 Control Delay 63.2 66.1 12.5 86.3 49.7 64.6 20.2 8.7 68.7 22.0 0.7 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 63.2 66.1 12.5 86.3 49.7 64.6 20.2 8.7 68.7 22.0 0.7 Queue Length 50th (ft) 12 109 0 119 138 163 151 31 97 157 0 Queue Length 95th (ft) 35 167 61 #206 229 242 221 91 104 230 2 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 619 203 592 292 2716 904 204 2347 777 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 0.21 0.24 0.68 0.34 0.67 0.31 0.22 0.55 0.32 0.02 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2592
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 282 724 412 378 636 328 312 1544 523 348 1118 220 v/c Ratio 0.74 0.77 0.74 0.89 0.63 0.57 0.78 0.92 0.78 0.81 0.66 0.36 Control Delay 74.4 55.6 33.4 85.2 48.4 24.1 76.2 57.5 34.2 76.9 44.9 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 0.0 Total Delay 74.4 55.6 33.4 85.2 48.4 24.1 76.2 57.5 34.2 76.9 44.9 18.5 Queue Length 50th (ft) 135 335 197 183 276 123 149 525 267 165 334 63 Queue Length 95th (ft) 181 387 308 #265 334 220 200 #700 #492 #225 420 149 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 621 439 1090 602 453 1673 672 459 1706 608 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 0.60 0.66 0.66 0.86 0.58 0.54 0.69 0.92 0.78 0.76 0.66 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2593
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 155 1031 234 98 935 227 337 732 135 171 542 116 v/c Ratio 0.72 0.88 0.40 0.56 1.63 0.41 1.17 1.31 0.25 0.76 1.10 0.24 Control Delay 72.8 52.0 22.8 68.4 323.6 24.5 154.4 191.1 14.6 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 52.0 22.8 68.4 323.6 24.5 154.4 191.1 14.6 75.2 116.5 12.4 Queue Length 50th (ft) 128 425 88 81 ~1133 88 ~337 ~798 26 141 ~518 15 Queue Length 95th (ft) 195 #594 172 137 #1456 174 #528 #1091 82 214 #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 1165 583 291 573 551 288 557 538 288 491 486 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 0.54 0.88 0.40 0.34 1.63 0.41 1.17 1.31 0.25 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.
2594
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 106 946 172 302 962 107 234 521 385 115 174 113 v/c Ratio 0.42 0.88 0.31 0.74 0.78 0.17 0.86 0.59 0.76 0.19 0.18 0.22 Control Delay 67.1 57.6 16.9 70.5 46.4 6.1 85.0 49.8 41.3 50.3 41.0 8.1 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 67.1 57.6 16.9 70.5 46.4 6.1 85.0 49.8 41.3 50.3 41.0 8.1 Queue Length 50th (ft) 48 432 43 139 410 0 208 222 211 46 65 0 Queue Length 95th (ft) 79 #601 111 184 502 42 #319 283 341 76 100 50 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 1072 548 610 1241 625 314 884 504 610 965 514 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 0.18 0.88 0.31 0.50 0.78 0.17 0.75 0.59 0.76 0.19 0.18 0.22 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2595
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 160 117 179 1114 577 75
v/c Ratio 0.62 0.35 0.55 0.42 0.32 0.09
Control Delay 44.4 9.3 38.5 5.3 13.6 5.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.4 9.3 38.5 5.3 13.6 5.7
Queue Length 50th (ft) 82 0 88 95 90 5
Queue Length 95th (ft) 134 42 152 163 143 29
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 554 327 2630 1826 844
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 0.21 0.55 0.42 0.32 0.09
Intersection Summary
2596
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 74 632 439 57 501 373 349 829 51 117 535 33 v/c Ratio 0.55 0.86 0.56 0.47 0.73 0.57 0.96 0.68 0.08 0.69 0.63 0.07 Control Delay 81.9 56.1 18.6 79.7 49.5 28.1 97.6 46.1 0.3 85.2 55.6 0.3 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 81.9 56.1 18.6 79.7 49.5 28.1 97.6 46.1 0.3 85.2 55.6 0.3 Queue Length 50th (ft) 71 576 145 55 422 187 340 364 0 113 251 0 Queue Length 95th (ft) 124 #850 271 102 589 310 #538 466 0 177 316 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 735 777 309 683 657 369 1227 601 312 849 470 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 0.20 0.86 0.56 0.18 0.73 0.57 0.95 0.68 0.08 0.38 0.63 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2597
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 439 201 41 367 133 284 1275 136 926 v/c Ratio 0.12 0.87 0.39 0.29 0.62 0.23 0.86 0.88 0.68 0.77 Control Delay 55.6 61.4 15.1 59.7 41.4 6.6 74.1 44.1 70.2 44.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.6 61.4 15.1 59.7 41.4 6.6 74.1 44.1 70.2 44.4 Queue Length 50th (ft) 13 335 45 32 223 2 216 518 108 384 Queue Length 95th (ft) 37 440 105 70 354 49 #401 #771 175 #515 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 593 585 157 637 626 334 1453 231 1205 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 0.11 0.74 0.34 0.26 0.58 0.21 0.85 0.88 0.59 0.77 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2598
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1865 615 2546 551 78 410
v/c Ratio 0.42 0.47 0.61 0.43 0.11 0.70
Control Delay 9.5 2.0 11.9 1.0 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 1.0 41.8 51.6
Queue Length 50th (ft) 183 0 324 0 28 173
Queue Length 95th (ft) 246 41 429 0 47 221
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4492 1298 4179 1295 1310 1083
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 0.42 0.47 0.61 0.43 0.06 0.38
Intersection Summary
2599
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1573 409 2348 221 812 964
v/c Ratio 0.54 0.26 0.54 0.22 0.49 1.02
Control Delay 18.2 0.4 18.0 2.1 36.4 74.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.2 0.4 18.0 2.1 36.4 74.8
Queue Length 50th (ft) 288 0 291 0 194 ~472
Queue Length 95th (ft) 330 0 317 35 236 #619
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 1005 1643 948
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 0.54 0.26 0.54 0.22 0.49 1.02
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.
2600
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 639 1561 364 340 1482 210 634 943 339 376 479 v/c Ratio 1.14 1.06 0.59 0.78 1.15 0.45 0.95 0.58 0.78 0.29 0.45 Control Delay 140.1 92.5 23.4 78.2 126.3 31.1 86.6 41.8 78.0 47.0 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 140.1 92.5 23.4 78.2 126.3 31.1 86.6 41.8 78.0 47.0 5.0 Queue Length 50th (ft) ~388 ~632 127 174 ~642 102 329 267 174 113 0 Queue Length 95th (ft) #513 #793 252 222 #739 187 #445 331 222 146 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 1624 671 1319 1069 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 1.14 1.06 0.59 0.61 1.15 0.45 0.94 0.58 0.51 0.29 0.45 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.
2601
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) NP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 57 633 169 76 704 297 336 389 114 163 294 v/c Ratio 0.49 0.49 0.27 0.58 0.98 0.45 0.94 0.66 0.20 0.76 0.67 Control Delay 81.3 39.5 19.8 83.4 73.7 28.4 94.0 51.8 10.4 85.1 60.3 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 39.5 19.8 83.4 73.7 28.4 94.0 51.8 10.4 85.1 60.3 Queue Length 50th (ft) 55 252 60 73 ~696 161 325 330 10 157 262 Queue Length 95th (ft) 102 328 127 126 #1015 262 #510 480 60 229 371 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 1283 623 369 721 661 369 592 571 369 437 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 0.15 0.49 0.27 0.21 0.98 0.45 0.91 0.66 0.20 0.44 0.67 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.
2602
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 101 255 46 486 84 495 491 30 71 668 98 v/c Ratio 0.23 0.19 0.40 0.40 0.85 0.15 0.71 0.30 0.04 0.53 0.43 0.18 Control Delay 65.9 35.0 5.4 70.2 57.4 2.8 42.8 32.1 7.1 73.7 39.1 5.5 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 65.9 35.0 5.4 70.2 57.4 2.8 42.8 32.1 7.1 73.7 39.1 5.5 Queue Length 50th (ft) 21 64 0 40 398 0 228 207 2 61 175 0 Queue Length 95th (ft) 52 102 57 81 488 20 m#407 m267 m13 111 216 34 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 203 631 706 209 632 610 694 1620 785 192 1536 555 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 0.12 0.16 0.36 0.22 0.77 0.14 0.71 0.30 0.04 0.37 0.43 0.18 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. 2603
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 78 171 272 108 583 149 882 22 64 878 86 v/c Ratio 0.57 0.27 0.38 0.68 0.94 0.83 0.50 0.04 0.49 0.57 0.16 Control Delay 75.5 34.0 5.2 80.1 66.1 94.0 37.1 0.1 91.5 23.3 0.7 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 66.1 94.0 37.1 0.1 91.5 23.3 0.7 Queue Length 50th (ft) 67 108 0 93 480 129 228 0 59 104 0 Queue Length 95th (ft) 120 175 63 154 #757 #240 286 0 109 128 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 180 643 724 199 620 192 1762 627 194 1534 549 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 0.43 0.27 0.38 0.54 0.94 0.78 0.50 0.04 0.33 0.57 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2604
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 455 311 338 701 276 424 996 349 286 1450 229 v/c Ratio 0.53 0.65 0.63 0.84 0.78 0.56 0.77 0.49 0.46 0.74 0.81 0.36 Control Delay 73.4 57.7 19.3 81.4 56.6 27.2 67.8 35.2 13.1 73.6 47.8 19.4 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 73.4 57.7 19.3 81.4 56.6 27.2 67.8 35.2 13.1 73.6 47.8 19.4 Queue Length 50th (ft) 58 212 65 162 325 116 198 255 66 137 458 71 Queue Length 95th (ft) 92 251 158 #228 374 199 258 353 183 182 #638 163 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 639 426 1060 561 553 2015 763 456 1795 630 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 0.27 0.43 0.49 0.79 0.66 0.49 0.77 0.49 0.46 0.63 0.81 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2605
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 96 760 396 165 820 152 237 337 100 360 970 134 v/c Ratio 0.56 0.72 0.72 0.75 1.36 0.26 0.89 0.69 0.21 1.26 1.91 0.27 Control Delay 68.4 46.0 38.0 75.1 208.6 15.1 86.8 51.9 7.9 187.4 446.8 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 46.0 38.0 75.1 208.6 15.1 86.8 51.9 7.9 187.4 446.8 15.2 Queue Length 50th (ft) 80 302 219 136 ~893 35 196 257 0 ~380 ~1272 27 Queue Length 95th (ft) 134 395 #383 207 #1199 94 #333 367 44 #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 1062 553 283 602 574 285 487 487 285 507 497 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 0.33 0.72 0.72 0.58 1.36 0.26 0.83 0.69 0.21 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.
2606
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 120 778 228 345 734 180 127 214 188 173 649 311 v/c Ratio 0.47 0.84 0.47 0.76 0.65 0.30 0.70 0.26 0.38 0.26 0.57 0.53 Control Delay 68.2 58.0 25.6 70.0 43.6 12.4 79.6 43.6 10.3 50.2 42.3 29.2 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 68.2 58.0 25.6 70.0 43.6 12.4 79.6 43.6 10.3 50.2 42.3 29.2 Queue Length 50th (ft) 55 343 87 158 289 33 114 83 13 71 263 151 Queue Length 95th (ft) 87 #467 177 205 366 93 177 121 78 108 352 268 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 592 925 487 622 1132 593 294 826 498 653 1144 586 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 0.20 0.84 0.47 0.55 0.65 0.30 0.43 0.26 0.38 0.26 0.57 0.53 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2607
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 92 254 308 496 1065 327
v/c Ratio 0.46 0.63 0.59 0.18 0.71 0.44
Control Delay 42.3 12.2 31.7 3.0 23.3 12.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.3 12.2 31.7 3.0 23.3 12.6
Queue Length 50th (ft) 47 0 144 27 226 66
Queue Length 95th (ft) 90 65 227 50 329 148
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 651 521 2715 1506 744
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 0.39 0.59 0.18 0.71 0.44
Intersection Summary
2608
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 435 389 75 512 253 175 508 23 125 926 148 v/c Ratio 0.57 0.64 0.50 0.56 0.75 0.40 0.77 0.43 0.04 0.71 0.85 0.27 Control Delay 82.7 45.6 9.8 82.4 50.8 23.0 84.9 40.6 0.1 86.0 57.3 15.3 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 82.7 45.6 9.8 82.4 50.8 23.0 84.9 40.6 0.1 86.0 57.3 15.3 Queue Length 50th (ft) 74 351 46 73 436 105 168 202 0 121 447 31 Queue Length 95th (ft) 128 498 146 126 610 194 243 273 0 187 #630 94 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 365 676 776 321 680 636 362 1185 564 306 1092 546 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 0.21 0.64 0.50 0.23 0.75 0.40 0.48 0.43 0.04 0.41 0.85 0.27 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2609
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 317 210 50 455 118 303 667 176 1333 v/c Ratio 0.12 0.70 0.43 0.35 0.82 0.21 0.84 0.47 0.81 1.14 Control Delay 55.8 50.6 14.6 61.3 53.8 5.2 68.8 29.7 81.0 113.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.8 50.6 14.6 61.3 53.8 5.2 68.8 29.7 81.0 113.7 Queue Length 50th (ft) 13 246 44 39 327 0 227 198 138 ~692 Queue Length 95th (ft) 37 309 103 80 459 37 #444 300 #252 #893 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 151 572 578 155 596 594 361 1423 231 1166 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 0.11 0.55 0.36 0.32 0.76 0.20 0.84 0.47 0.76 1.14 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.
2610
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1315 956 2300 506 83 837
v/c Ratio 0.33 0.71 0.62 0.39 0.09 1.08
Control Delay 11.8 4.0 12.3 1.5 36.2 97.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.8 4.0 12.3 1.5 36.2 97.7
Queue Length 50th (ft) 143 0 402 9 27 ~432
Queue Length 95th (ft) 164 48 441 44 48 #575
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4002 1347 3686 1283 925 778
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 0.33 0.71 0.62 0.39 0.09 1.08
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.
2611
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1174 254 2338 101 528 684
v/c Ratio 0.40 0.16 0.52 0.10 0.35 0.73
Control Delay 13.8 0.2 16.7 2.4 35.4 37.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 0.2 16.7 2.4 35.4 37.1
Queue Length 50th (ft) 164 0 278 0 121 238
Queue Length 95th (ft) 185 0 302 24 155 318
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 4454 976 1520 940
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 0.40 0.16 0.52 0.10 0.35 0.73
Intersection Summary
2612
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 441 1006 391 211 1196 200 409 658 222 515 809 v/c Ratio 0.87 0.63 0.52 0.65 0.89 0.41 0.81 0.38 0.65 0.33 0.67 Control Delay 82.4 47.4 8.1 77.3 64.4 26.5 76.9 35.5 76.3 43.6 17.7 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 82.4 47.4 8.1 77.3 64.4 26.5 76.9 35.5 76.3 43.6 17.7 Queue Length 50th (ft) 225 316 20 108 436 83 209 165 114 149 130 Queue Length 95th (ft) 288 382 114 150 #525 165 260 212 156 195 226 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 1341 484 664 1728 671 1541 1216 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 0.80 0.63 0.52 0.38 0.89 0.41 0.62 0.38 0.33 0.33 0.67 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2613
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - AM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 55 732 294 78 489 402 226 104 42 356 589 v/c Ratio 0.48 0.58 0.48 0.58 0.68 0.61 0.82 0.24 0.10 0.99 1.16 Control Delay 81.0 41.8 30.4 83.8 45.8 34.9 83.5 49.1 1.1 104.2 139.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.0 41.8 30.4 83.8 45.8 34.9 83.5 49.1 1.1 104.2 139.4 Queue Length 50th (ft) 53 303 162 75 406 258 217 84 0 351 ~683 Queue Length 95th (ft) 100 390 267 129 566 396 297 140 4 #563 #1019 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 365 1264 615 365 715 658 365 426 423 359 507 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 0.15 0.58 0.48 0.21 0.68 0.61 0.62 0.24 0.10 0.99 1.16 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.
2614
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 136 213 18 112 61 191 680 79 73 533 13 v/c Ratio 0.10 0.57 0.55 0.17 0.42 0.19 0.63 0.29 0.07 0.53 0.17 0.01 Control Delay 62.3 64.3 12.0 64.5 56.0 1.8 49.7 24.3 13.2 73.7 12.8 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 0.0 Total Delay 62.3 64.3 12.0 64.5 56.0 1.8 49.7 24.3 13.2 73.7 12.8 0.0 Queue Length 50th (ft) 9 114 0 15 92 0 85 250 20 63 61 0 Queue Length 95th (ft) 28 177 71 42 150 3 124 367 76 113 117 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 50 20 240 155 250 205
Base Capacity (vph) 201 609 661 209 609 592 363 2364 1096 194 3173 1030 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.22 0.32 0.09 0.18 0.10 0.53 0.29 0.07 0.38 0.17 0.01 Intersection Summary
2615
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 132 146 139 211 195 853 196 128 762 14 v/c Ratio 0.13 0.58 0.45 0.78 0.54 0.67 0.32 0.22 0.69 0.33 0.02 Control Delay 63.2 65.6 12.2 86.3 49.3 64.6 21.3 9.3 68.0 22.5 0.6 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 63.2 65.6 12.2 86.3 49.3 64.6 21.3 9.3 68.0 22.5 0.6 Queue Length 50th (ft) 12 112 0 119 144 163 157 32 111 163 0 Queue Length 95th (ft) 35 170 60 #206 237 242 232 95 113 239 2 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 90 250 105 250 200
Base Capacity (vph) 184 612 619 203 591 292 2652 886 211 2330 772 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 0.22 0.24 0.68 0.36 0.67 0.32 0.22 0.61 0.33 0.02 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2616
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 282 765 412 380 661 338 312 1544 527 366 1118 220 v/c Ratio 0.74 0.79 0.73 0.89 0.63 0.58 0.78 0.96 0.80 0.84 0.67 0.37 Control Delay 74.4 55.5 33.8 85.6 47.6 24.6 76.2 63.3 36.2 78.7 46.2 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 55.5 33.8 85.6 47.6 24.6 76.2 63.3 36.2 78.7 46.2 18.9 Queue Length 50th (ft) 135 351 202 184 282 130 149 ~571 280 174 343 64 Queue Length 95th (ft) 181 412 319 #269 348 234 200 #700 #499 #250 420 149 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 614 439 1091 603 453 1612 657 459 1658 595 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 0.60 0.70 0.67 0.87 0.61 0.56 0.69 0.96 0.80 0.80 0.67 0.37 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.
2617
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 155 1099 234 116 975 227 337 732 166 171 542 116 v/c Ratio 0.72 0.96 0.41 0.62 1.70 0.41 1.17 1.31 0.31 0.76 1.10 0.24 Control Delay 72.8 63.0 23.6 70.0 353.6 24.5 154.4 191.1 18.2 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 63.0 23.6 70.0 353.6 24.5 154.4 191.1 18.2 75.2 116.5 12.4 Queue Length 50th (ft) 128 474 90 96 ~1203 88 ~337 ~798 45 141 ~518 15 Queue Length 95th (ft) 195 #678 175 155 #1528 174 #528 #1091 111 214 #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 1140 573 291 573 551 288 557 540 288 491 486 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 0.54 0.96 0.41 0.40 1.70 0.41 1.17 1.31 0.31 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.
2618
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 201 946 172 302 962 155 234 712 385 143 287 169 v/c Ratio 0.64 0.88 0.31 0.74 0.82 0.26 0.86 0.81 0.80 0.23 0.30 0.33 Control Delay 70.6 57.7 16.9 70.5 50.3 13.3 85.0 57.8 48.8 50.9 42.6 17.0 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 70.6 57.7 16.9 70.5 50.3 13.3 85.0 57.8 48.8 50.9 42.6 17.0 Queue Length 50th (ft) 92 432 43 139 422 30 208 323 243 58 111 39 Queue Length 95th (ft) 131 #601 111 184 #537 88 #319 400 #399 91 157 105 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 50
Base Capacity (vph) 604 1071 548 635 1177 599 314 884 479 610 965 515 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 0.33 0.88 0.31 0.48 0.82 0.26 0.75 0.81 0.80 0.23 0.30 0.33 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2619
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 175 117 179 1296 685 84
v/c Ratio 0.65 0.34 0.52 0.50 0.39 0.10
Control Delay 44.8 8.9 37.5 6.2 14.9 6.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.8 8.9 37.5 6.2 14.9 6.3
Queue Length 50th (ft) 89 0 87 125 114 8
Queue Length 95th (ft) 144 42 156 213 168 33
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 200 50
Base Capacity (vph) 527 554 345 2605 1762 816
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 0.33 0.21 0.52 0.50 0.39 0.10
Intersection Summary
2620
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 632 439 57 501 373 349 973 51 117 621 53 v/c Ratio 0.66 0.86 0.56 0.47 0.77 0.59 0.96 0.79 0.08 0.69 0.73 0.11 Control Delay 84.4 56.1 18.6 79.7 53.1 30.0 97.6 50.6 0.3 85.2 59.1 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 56.1 18.6 79.7 53.1 30.0 97.6 50.6 0.3 85.2 59.1 0.5 Queue Length 50th (ft) 103 576 145 55 434 193 340 452 0 113 299 0 Queue Length 95th (ft) 164 #850 271 102 #646 323 #538 #575 0 177 372 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 55 60 300 95 260 105
Base Capacity (vph) 373 735 777 309 654 635 369 1227 601 312 849 470 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 0.29 0.86 0.56 0.18 0.77 0.59 0.95 0.79 0.08 0.38 0.73 0.11 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2621
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 25 439 201 41 367 133 284 1415 136 1014 v/c Ratio 0.18 0.87 0.39 0.29 0.67 0.24 0.86 0.97 0.68 0.84 Control Delay 56.9 61.4 15.1 59.7 45.3 6.8 74.1 55.5 70.2 47.9 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 61.4 15.1 59.7 45.3 6.8 74.1 55.5 70.2 47.9 Queue Length 50th (ft) 19 335 45 32 267 3 216 ~653 108 ~458 Queue Length 95th (ft) 49 440 105 70 354 49 #401 #897 175 #596 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 230 235
Base Capacity (vph) 157 593 585 157 609 604 334 1455 231 1205 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 0.16 0.74 0.34 0.26 0.60 0.22 0.85 0.97 0.59 0.84 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.
2622
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1872 615 2590 561 78 410
v/c Ratio 0.42 0.47 0.62 0.43 0.11 0.70
Control Delay 9.5 2.0 12.1 1.1 41.8 51.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.5 2.0 12.1 1.1 41.8 51.6
Queue Length 50th (ft) 184 0 333 0 28 173
Queue Length 95th (ft) 247 41 441 0 47 221
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 280
Base Capacity (vph) 4492 1298 4173 1295 1310 1083
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 0.42 0.47 0.62 0.43 0.06 0.38
Intersection Summary
2623
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1580 409 2404 221 812 1051
v/c Ratio 0.54 0.26 0.55 0.22 0.49 1.11
Control Delay 18.3 0.4 18.2 2.1 36.4 103.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.3 0.4 18.2 2.1 36.4 103.4
Queue Length 50th (ft) 290 0 301 0 194 ~560
Queue Length 95th (ft) 332 0 327 35 236 #710
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 1005 1643 947
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 0.54 0.26 0.55 0.22 0.49 1.11
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.
2624
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 732 1561 364 340 1482 221 634 973 345 394 535 v/c Ratio 1.31 1.06 0.59 0.78 1.15 0.48 0.95 0.60 0.78 0.30 0.49 Control Delay 200.5 92.5 23.4 78.2 126.3 32.6 86.6 42.8 78.0 47.3 5.9 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 200.5 92.5 23.4 78.2 126.3 32.6 86.6 42.8 78.0 47.3 5.9 Queue Length 50th (ft) ~489 ~632 127 174 ~642 113 329 280 177 119 7 Queue Length 95th (ft) #618 #793 252 222 #739 200 #445 347 225 153 57 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 1617 671 1319 1098 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 1.31 1.06 0.59 0.61 1.15 0.48 0.94 0.60 0.51 0.30 0.49 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.
2625
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP - PM Pk Hour LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 57 645 178 76 726 297 351 389 114 163 294 v/c Ratio 0.49 0.50 0.29 0.58 1.01 0.45 0.97 0.66 0.20 0.76 0.68 Control Delay 81.3 39.7 20.8 83.4 80.8 28.4 98.1 51.8 10.4 85.1 61.1 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 81.3 39.7 20.8 83.4 80.8 28.4 98.1 51.8 10.4 85.1 61.1 Queue Length 50th (ft) 55 258 67 73 ~763 161 343 330 10 157 262 Queue Length 95th (ft) 102 335 136 126 #1062 262 #542 480 60 229 371 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 50 260 55 150 200
Base Capacity (vph) 369 1283 623 369 721 661 369 592 571 369 430 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 0.15 0.50 0.29 0.21 1.01 0.45 0.95 0.66 0.20 0.44 0.68 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2626
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 92 261 18 351 70 479 401 18 82 571 113 v/c Ratio 0.28 0.19 0.43 0.17 0.80 0.14 0.83 0.22 0.02 0.60 0.27 0.15 Control Delay 67.8 38.4 6.4 64.4 62.0 0.6 58.3 31.0 4.3 77.7 29.9 2.6 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 67.8 38.4 6.4 64.4 62.0 0.6 58.3 31.0 4.3 77.7 29.9 2.6 Queue Length 50th (ft) 25 57 0 15 291 0 214 155 0 71 129 0 Queue Length 95th (ft) 49 86 26 35 302 0 229 177 m7 105 154 3 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 105 579 673 104 554 575 685 1807 856 167 2079 735 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 0.28 0.16 0.39 0.17 0.63 0.12 0.70 0.22 0.02 0.49 0.27 0.15 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2627
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 85 159 257 20 236 106 718 20 61 735 94 v/c Ratio 0.66 0.35 0.44 0.19 0.71 0.65 0.27 0.02 0.48 0.30 0.12 Control Delay 84.3 44.6 7.1 64.9 59.7 76.4 20.5 0.1 82.5 13.9 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 Total Delay 84.3 44.6 7.1 64.9 59.7 76.4 20.5 0.1 82.5 13.9 0.5 Queue Length 50th (ft) 73 121 0 17 183 91 131 0 56 67 1 Queue Length 95th (ft) 114 153 35 40 218 129 164 0 90 87 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 141 600 684 199 618 199 2638 879 194 2455 806 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 0.27 0.38 0.10 0.38 0.53 0.27 0.02 0.31 0.30 0.12 Intersection Summary
2628
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 33 290 165 53 377 128 182 667 57 189 841 57 v/c Ratio 0.17 0.57 0.45 0.28 0.63 0.35 0.64 0.24 0.06 0.65 0.29 0.06 Control Delay 67.7 61.9 11.2 69.5 60.9 12.9 74.7 17.7 0.1 74.3 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 61.9 11.2 69.5 60.9 12.9 74.7 17.7 0.1 74.3 18.2 0.1 Queue Length 50th (ft) 15 136 0 25 181 7 87 117 0 90 152 0 Queue Length 95th (ft) 33 174 60 47 221 61 123 161 0 126 205 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 175 280 100 260 225 280 165
Base Capacity (vph) 459 1069 593 426 1058 550 438 2835 924 447 2898 942 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 0.12 0.36 0.23 0.42 0.24 0.06 0.42 0.29 0.06 Intersection Summary
2629
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 39 426 181 82 412 108 151 179 58 123 189 35 v/c Ratio 0.26 0.48 0.39 0.51 0.79 0.21 0.71 0.24 0.09 0.65 0.27 0.05 Control Delay 60.4 42.1 20.0 67.1 54.6 9.5 72.6 31.1 2.2 71.1 32.8 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 60.4 42.1 20.0 67.1 54.6 9.5 72.6 31.1 2.2 71.1 32.8 0.1 Queue Length 50th (ft) 31 154 57 68 322 10 125 103 0 102 113 0 Queue Length 95th (ft) 64 181 104 110 375 43 176 175 7 150 188 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 1008 517 283 535 520 285 735 680 285 712 661 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 0.42 0.35 0.29 0.77 0.21 0.53 0.24 0.09 0.43 0.27 0.05 Intersection Summary
2630
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 72 406 142 131 354 75 96 137 104 71 278 177 v/c Ratio 0.30 0.69 0.41 0.50 0.51 0.19 0.62 0.17 0.23 0.06 0.16 0.21 Control Delay 65.1 61.0 18.0 68.6 53.4 3.7 77.8 42.3 7.5 32.6 20.8 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 0.0 Total Delay 65.1 61.0 18.0 68.6 53.4 3.7 77.8 42.3 7.5 32.6 20.8 3.8 Queue Length 50th (ft) 32 184 27 60 157 0 86 52 0 22 70 0 Queue Length 95th (ft) 54 211 72 86 180 10 131 75 33 40 107 34 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 592 851 456 598 859 466 294 826 453 1158 1718 857 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 0.12 0.48 0.31 0.22 0.41 0.16 0.33 0.17 0.23 0.06 0.16 0.21 Intersection Summary
2631
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 101 292 346 342 553 257
v/c Ratio 0.48 0.66 0.71 0.13 0.35 0.32
Control Delay 42.5 12.0 36.3 3.0 17.6 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.5 12.0 36.3 3.0 17.6 7.8
Queue Length 50th (ft) 52 0 166 18 97 27
Queue Length 95th (ft) 79 33 195 30 133 59
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 677 486 2700 1560 792
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 0.43 0.71 0.13 0.35 0.32
Intersection Summary
2632
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 46 352 223 40 417 207 80 385 23 80 616 80 v/c Ratio 0.40 0.63 0.35 0.36 0.75 0.37 0.58 0.24 0.03 0.58 0.38 0.10 Control Delay 77.6 50.7 5.8 76.3 56.5 16.3 83.3 27.6 0.1 83.1 29.9 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 77.6 50.7 5.8 76.3 56.5 16.3 83.3 27.6 0.1 83.1 29.9 0.5 Queue Length 50th (ft) 44 302 0 38 373 54 77 121 0 77 209 0 Queue Length 95th (ft) 85 373 51 76 455 112 127 179 0 127 292 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 389 557 630 309 559 562 362 1588 746 306 1602 768 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 0.12 0.63 0.35 0.13 0.75 0.37 0.22 0.24 0.03 0.26 0.38 0.10 Intersection Summary
2633
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 302 172 49 457 100 143 430 142 820 v/c Ratio 0.12 0.67 0.36 0.34 0.84 0.19 0.72 0.29 0.71 0.54 Control Delay 55.7 49.7 12.3 61.0 55.1 7.8 74.1 25.8 72.7 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 49.7 12.3 61.0 55.1 7.8 74.1 25.8 72.7 31.0 Queue Length 50th (ft) 13 234 29 38 333 4 113 108 112 247 Queue Length 95th (ft) 37 289 78 79 455 42 182 182 180 378 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 110 165 105 420 215
Base Capacity (vph) 151 572 567 155 593 567 224 1461 228 1508 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 0.11 0.53 0.30 0.32 0.77 0.18 0.64 0.29 0.62 0.54 Intersection Summary
2634
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1020 522 1843 401 70 776
v/c Ratio 0.25 0.44 0.50 0.31 0.08 0.97
Control Delay 11.1 2.1 10.8 0.9 36.0 68.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.1 2.1 10.8 0.9 36.0 68.4
Queue Length 50th (ft) 104 0 285 2 22 342
Queue Length 95th (ft) 123 41 318 25 42 #488
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 4002 1184 3704 1283 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 0.31 0.08 0.97
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2635
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 902 237 1840 88 504 560
v/c Ratio 0.30 0.15 0.41 0.09 0.33 0.55
Control Delay 12.8 0.2 15.1 2.5 35.2 21.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.8 0.2 15.1 2.5 35.2 21.9
Queue Length 50th (ft) 124 0 199 0 115 120
Queue Length 95th (ft) 146 0 221 22 148 184
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2972 1583 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 0.15 0.41 0.09 0.33 0.55
Intersection Summary
2636
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 291 895 230 159 1098 172 249 283 129 183 331 518 v/c Ratio 0.75 0.54 0.35 0.54 0.72 0.32 0.70 0.23 0.20 0.57 0.19 0.40 Control Delay 78.9 44.4 5.8 74.8 52.3 21.5 77.4 35.9 6.0 74.4 36.6 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 0.0 Total Delay 78.9 44.4 5.8 74.8 52.3 21.5 77.4 35.9 6.0 74.4 36.6 3.8 Queue Length 50th (ft) 149 271 0 80 365 59 128 105 0 93 85 0 Queue Length 95th (ft) 195 325 63 119 440 133 172 146 48 134 118 44 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 548 1643 666 553 1521 532 664 1252 632 671 1759 1291 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 0.53 0.54 0.35 0.29 0.72 0.32 0.38 0.23 0.20 0.27 0.19 0.40 Intersection Summary
2637
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) WP MIT - AM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 21 311 66 38 297 385 151 96 35 193 149 v/c Ratio 0.13 0.36 0.13 0.24 0.59 0.55 0.71 0.15 0.05 0.69 0.22 Control Delay 40.0 28.6 0.5 42.3 32.9 5.7 58.1 28.3 0.1 48.3 22.6 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 40.0 28.6 0.5 42.3 32.9 5.7 58.1 28.3 0.1 48.3 22.6 Queue Length 50th (ft) 11 85 0 21 138 0 81 36 0 105 54
Queue Length 95th (ft) 34 100 0 51 208 60 #194 98 0 164 117 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 200
Base Capacity (vph) 157 1179 635 157 621 784 213 639 662 443 689 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 0.13 0.26 0.10 0.24 0.48 0.49 0.71 0.15 0.05 0.44 0.22 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2638
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 41 122 6 69 32 134 416 13 21 296 12 v/c Ratio 0.10 0.25 0.49 0.06 0.42 0.13 0.53 0.15 0.01 0.20 0.08 0.01 Control Delay 62.3 59.7 15.9 61.4 65.4 1.2 56.8 13.9 2.8 65.0 8.1 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 0.0 Total Delay 62.3 59.7 15.9 61.4 65.4 1.2 56.8 13.9 2.8 65.0 8.1 0.0 Queue Length 50th (ft) 9 34 0 5 58 0 60 65 0 18 26 0
Queue Length 95th (ft) 28 71 59 20 106 0 93 210 5 47 57 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 201 609 600 209 609 592 355 2702 1237 194 3538 1136 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.07 0.20 0.03 0.11 0.05 0.38 0.15 0.01 0.11 0.08 0.01 Intersection Summary
2639
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 13 55 92 35 133 136 524 27 58 422 11 v/c Ratio 0.12 0.26 0.32 0.32 0.54 0.69 0.16 0.02 0.46 0.14 0.01 Control Delay 63.0 55.9 7.5 68.0 57.6 75.7 11.8 0.0 66.4 13.3 0.6 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 63.0 55.9 7.5 68.0 57.6 75.7 11.8 0.0 66.4 13.3 0.6 Queue Length 50th (ft) 11 47 0 30 97 117 63 0 46 61 0
Queue Length 95th (ft) 34 82 28 65 160 177 110 0 68 115 0 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 184 612 598 203 592 217 3353 1087 194 3022 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 0.09 0.15 0.17 0.22 0.63 0.16 0.02 0.30 0.14 0.01 Intersection Summary
2640
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 38 384 120 38 360 165 259 699 98 153 494 33 v/c Ratio 0.20 0.67 0.34 0.20 0.61 0.42 0.71 0.24 0.10 0.59 0.18 0.04 Control Delay 68.0 63.2 10.7 68.0 60.1 12.0 73.9 17.9 1.8 74.0 19.6 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 68.0 63.2 10.7 68.0 60.1 12.0 73.9 17.9 1.8 74.0 19.6 0.1 Queue Length 50th (ft) 18 182 0 18 167 8 124 124 0 73 90 0 Queue Length 95th (ft) 38 229 55 38 212 71 167 173 19 109 131 0 Internal Link Dist (ft) 615 5383 562 5238
Turn Bay Length (ft) 230 175 280 100 260 225 280 165
Base Capacity (vph) 468 1090 571 439 1090 589 453 2901 945 447 2725 893 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 0.35 0.21 0.09 0.33 0.28 0.57 0.24 0.10 0.34 0.18 0.04 Intersection Summary
2641
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 22 487 87 39 408 91 112 163 58 82 153 14 v/c Ratio 0.15 0.54 0.19 0.26 0.79 0.18 0.61 0.20 0.08 0.50 0.19 0.02 Control Delay 57.7 43.8 6.5 60.3 54.6 6.8 69.9 26.7 2.0 66.7 27.9 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 43.8 6.5 60.3 54.6 6.8 69.9 26.7 2.0 66.7 27.9 0.1 Queue Length 50th (ft) 17 185 0 31 325 0 93 87 0 67 83 0 Queue Length 95th (ft) 46 216 34 69 406 38 152 164 12 119 160 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 1007 517 291 542 527 288 831 758 288 811 742 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 0.48 0.17 0.13 0.75 0.17 0.39 0.20 0.08 0.28 0.19 0.02 Intersection Summary
2642
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 128 361 108 81 320 55 147 237 74 39 139 84 v/c Ratio 0.49 0.67 0.30 0.32 0.61 0.15 0.60 0.27 0.14 0.03 0.08 0.10 Control Delay 68.4 62.3 4.1 65.6 60.9 0.9 67.9 43.7 0.6 30.0 21.1 2.1 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 68.4 62.3 4.1 65.6 60.9 0.9 67.9 43.7 0.6 30.0 21.1 2.1 Queue Length 50th (ft) 58 165 0 36 144 0 128 92 0 11 35 0 Queue Length 95th (ft) 92 211 18 64 192 0 199 132 0 26 62 18 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 604 867 497 610 876 507 243 884 511 1294 1732 832 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 0.21 0.42 0.22 0.13 0.37 0.11 0.60 0.27 0.14 0.03 0.08 0.10 Intersection Summary
2643
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 100 107 193 564 398 84
v/c Ratio 0.49 0.38 0.61 0.21 0.20 0.09
Control Delay 42.9 11.3 40.6 3.2 11.3 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.9 11.3 40.6 3.2 11.3 3.3
Queue Length 50th (ft) 51 0 96 33 53 0
Queue Length 95th (ft) 85 34 138 51 83 18
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 547 315 2732 1952 912
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 0.20 0.61 0.21 0.20 0.09
Intersection Summary
2644
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 56 441 265 23 410 79 132 570 49 46 355 49 v/c Ratio 0.46 0.78 0.42 0.21 0.79 0.16 0.72 0.32 0.06 0.40 0.22 0.06 Control Delay 79.3 57.7 10.7 72.3 62.0 3.5 85.7 25.3 2.2 77.3 28.7 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 79.3 57.7 10.7 72.3 62.0 3.5 85.7 25.3 2.2 77.3 28.7 0.2 Queue Length 50th (ft) 54 403 37 22 367 0 127 182 0 44 115 0 Queue Length 95th (ft) 100 499 106 54 479 22 195 261 12 88 179 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 373 584 644 321 521 512 369 1800 819 312 1617 759 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 0.15 0.76 0.41 0.07 0.79 0.15 0.36 0.32 0.06 0.15 0.22 0.06 Intersection Summary
2645
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 24 372 190 39 328 84 159 820 84 595 v/c Ratio 0.17 0.83 0.41 0.27 0.73 0.19 0.72 0.46 0.47 0.37 Control Delay 56.7 60.5 17.4 59.4 53.0 6.2 71.0 25.3 61.8 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.7 60.5 17.4 59.4 53.0 6.2 71.0 25.3 61.8 26.8 Queue Length 50th (ft) 18 287 48 30 247 0 125 250 66 177 Queue Length 95th (ft) 47 368 106 68 319 32 196 367 118 268 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 110 165 105 420 215
Base Capacity (vph) 157 591 575 157 591 566 252 1769 231 1610 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 0.15 0.63 0.33 0.25 0.55 0.15 0.63 0.46 0.36 0.37 Intersection Summary
2646
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 10
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1677 534 1696 370 67 345
v/c Ratio 0.36 0.41 0.39 0.29 0.11 0.67
Control Delay 7.5 1.6 7.6 0.6 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 0.6 44.7 51.2
Queue Length 50th (ft) 138 0 148 0 25 141
Queue Length 95th (ft) 194 36 210 0 43 186
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 4670 1302 4323 1295 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 0.29 0.05 0.32
Intersection Summary
2647
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 11
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1408 371 1596 190 512 785
v/c Ratio 0.49 0.23 0.38 0.20 0.30 0.78
Control Delay 18.2 0.3 16.4 2.2 32.6 42.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.2 0.3 16.4 2.2 32.6 42.1
Queue Length 50th (ft) 246 0 173 0 114 317
Queue Length 95th (ft) 284 0 194 32 146 407
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2923 1599 4336 992 1714 1002
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 0.23 0.37 0.19 0.30 0.78
Intersection Summary
2648
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 475 1425 315 329 1106 148 365 448 288 289 291 333 v/c Ratio 0.89 0.96 0.52 0.77 0.83 0.31 0.79 0.37 0.40 0.74 0.18 0.30 Control Delay 84.4 68.5 19.1 78.4 60.7 21.2 77.6 40.9 5.7 77.8 39.7 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 0.0 Total Delay 84.4 68.5 19.1 78.4 60.7 21.2 77.6 40.9 5.7 77.8 39.7 4.6 Queue Length 50th (ft) 244 521 88 169 394 47 187 181 0 148 78 0 Queue Length 95th (ft) #328 #682 196 217 453 112 236 243 71 195 110 42 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 559 1490 610 559 1334 475 677 1204 720 671 1617 1102 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 0.85 0.96 0.52 0.59 0.83 0.31 0.54 0.37 0.40 0.43 0.18 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2649
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Existing (2022) WP MIT - PM Pk Hr LSA Synchro 11 Report
03/15/2023 Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 24 303 87 49 275 135 129 125 77 116 133 v/c Ratio 0.17 0.44 0.20 0.33 0.60 0.26 0.60 0.15 0.10 0.57 0.17 Control Delay 46.0 36.6 1.0 49.7 38.7 4.3 53.0 21.8 1.9 52.3 21.7 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 46.0 36.6 1.0 49.7 38.7 4.3 53.0 21.8 1.9 52.3 21.7 Queue Length 50th (ft) 15 94 0 30 147 0 80 46 0 71 47
Queue Length 95th (ft) 40 117 0 67 226 31 133 110 13 123 115 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 200
Base Capacity (vph) 142 1286 678 160 695 692 339 820 765 212 797 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 0.17 0.24 0.13 0.31 0.40 0.20 0.38 0.15 0.10 0.55 0.17 Intersection Summary
2650
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 29 93 295 25 355 70 572 568 22 82 771 113 v/c Ratio 0.28 0.21 0.49 0.24 0.80 0.14 0.87 0.32 0.03 0.60 0.39 0.16 Control Delay 67.8 40.3 6.7 66.6 62.2 0.6 54.2 31.5 5.6 77.7 33.7 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 0.0 Total Delay 67.8 40.3 6.7 66.6 62.2 0.6 54.2 31.5 5.6 77.7 33.7 2.7 Queue Length 50th (ft) 25 65 0 21 295 0 255 239 0 71 192 0 Queue Length 95th (ft) 49 88 25 44 306 0 271 260 m10 105 213 3 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 105 565 687 104 552 573 738 1802 855 167 1954 700 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.28 0.16 0.43 0.24 0.64 0.12 0.78 0.32 0.03 0.49 0.39 0.16 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2651
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 87 168 301 27 248 165 981 24 62 975 95 v/c Ratio 0.61 0.35 0.48 0.25 0.73 0.70 0.38 0.03 0.48 0.45 0.13 Control Delay 77.3 43.0 6.6 66.5 60.0 71.4 23.4 0.1 84.1 15.4 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 Total Delay 77.3 43.0 6.6 66.5 60.0 71.4 23.4 0.1 84.1 15.4 0.5 Queue Length 50th (ft) 75 127 0 23 194 140 195 0 56 87 1 Queue Length 95th (ft) 113 155 34 48 229 181 241 0 94 107 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 180 600 714 199 578 242 2563 857 194 2173 728 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.48 0.28 0.42 0.14 0.43 0.68 0.38 0.03 0.32 0.45 0.13 Intersection Summary
2652
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 461 170 338 702 277 210 991 242 285 1443 228 v/c Ratio 0.53 0.66 0.38 0.84 0.78 0.48 0.68 0.49 0.32 0.74 0.67 0.31 Control Delay 73.4 57.8 8.3 81.4 56.4 10.3 74.5 35.2 6.6 73.8 37.4 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.4 57.8 8.3 81.4 56.4 10.3 74.5 35.2 6.6 73.8 37.4 15.7 Queue Length 50th (ft) 58 215 0 162 325 27 100 254 9 136 398 61 Queue Length 95th (ft) 89 245 54 #214 361 92 138 342 72 176 519 143 Internal Link Dist (ft) 615 4134 562 5238
Turn Bay Length (ft) 230 175 280 200 260 225 280 165
Base Capacity (vph) 459 1069 596 426 1064 636 438 2015 755 456 2158 732 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.27 0.43 0.29 0.79 0.66 0.44 0.48 0.49 0.32 0.63 0.67 0.31 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2653
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 4
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 211 590 54 321 152 305
v/c Ratio 0.33 0.87 0.11 0.35 0.31 0.33
Control Delay 12.6 27.6 5.3 7.0 12.3 11.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.6 27.6 5.3 7.0 12.3 11.1
Queue Length 50th (ft) 42 130 9 50 33 66
Queue Length 95th (ft) 74 211 m14 m61 64 106
Internal Link Dist (ft) 5395 1252 4546 2558
Turn Bay Length (ft) 150 250
Base Capacity (vph) 717 752 500 915 495 936
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.29 0.78 0.11 0.35 0.31 0.33
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2654
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 100 795 287 176 1020 227 306 106 244 546 139 v/c Ratio 0.75 0.82 0.55 0.85 0.93 0.87 0.30 0.19 0.88 0.52 0.25 Control Delay 86.7 49.1 23.6 85.2 55.0 80.6 34.9 3.4 85.4 37.2 7.2 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 86.7 49.1 23.6 85.2 55.0 80.6 34.9 3.4 85.4 37.2 7.2 Queue Length 50th (ft) 77 306 98 135 395 172 98 0 191 195 1 Queue Length 95th (ft) #150 350 167 #225 #443 #266 130 18 m#287 235 m33 Internal Link Dist (ft) 1169 1263 627 614
Turn Bay Length (ft) 250 50 215 230 104 255 25
Base Capacity (vph) 136 971 526 219 1098 280 1018 546 295 1047 563 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.74 0.82 0.55 0.80 0.93 0.81 0.30 0.19 0.83 0.52 0.25 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. 2655
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 130 824 161 258 782 136 134 233 159 183 458 242 v/c Ratio 0.50 0.82 0.31 0.71 0.70 0.24 0.72 0.28 0.34 0.28 0.40 0.36 Control Delay 68.7 53.8 15.3 71.1 45.3 10.2 80.0 44.0 12.5 50.3 39.2 6.2 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 68.7 53.8 15.3 71.1 45.3 10.2 80.0 44.0 12.5 50.3 39.2 6.2 Queue Length 50th (ft) 59 356 34 119 314 17 120 91 19 76 175 0 Queue Length 95th (ft) 86 407 82 147 356 55 169 119 64 104 221 47 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 592 1011 522 598 1125 576 294 826 469 655 1135 669 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.22 0.82 0.31 0.43 0.70 0.24 0.46 0.28 0.34 0.28 0.40 0.36 Intersection Summary
2656
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 107 293 349 514 942 266
v/c Ratio 0.50 0.66 0.67 0.19 0.63 0.37
Control Delay 43.1 11.9 33.6 3.2 22.5 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.1 11.9 33.6 3.2 22.5 12.4
Queue Length 50th (ft) 55 0 165 30 197 52
Queue Length 95th (ft) 83 33 196 44 239 94
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 678 518 2694 1490 727
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.20 0.43 0.67 0.19 0.63 0.37
Intersection Summary
2657
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 47 405 392 40 459 207 176 531 23 80 946 83 v/c Ratio 0.30 0.76 0.56 0.25 0.86 0.39 0.85 0.36 0.03 0.48 0.72 0.13 Control Delay 47.9 42.7 8.4 46.7 50.1 15.0 79.1 23.7 0.1 53.1 32.7 2.8 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 47.9 42.7 8.4 46.7 50.1 15.0 79.1 23.7 0.1 53.1 32.7 2.8 Queue Length 50th (ft) 29 228 23 24 267 45 113 140 0 49 298 0 Queue Length 95th (ft) 63 321 89 55 #377 99 #228 184 0 93 #364 18 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 159 571 722 160 577 562 206 1482 710 177 1319 644 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.30 0.71 0.54 0.25 0.80 0.37 0.85 0.36 0.03 0.45 0.72 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2658
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 320 173 49 470 117 143 632 173 1266 v/c Ratio 0.12 0.70 0.36 0.34 0.84 0.21 0.67 0.44 0.80 0.86 Control Delay 55.7 50.4 12.5 61.0 55.4 5.0 68.0 29.6 80.1 42.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 50.4 12.5 61.0 55.4 5.0 68.0 29.6 80.1 42.6 Queue Length 50th (ft) 13 248 30 38 340 0 113 187 136 466 Queue Length 95th (ft) 37 307 80 79 470 35 174 280 #240 #807 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 450 255
Base Capacity (vph) 151 572 567 155 596 594 294 1424 231 1464 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.11 0.56 0.31 0.32 0.79 0.20 0.49 0.44 0.75 0.86 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2659
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 10
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1116 544 2090 455 78 776
v/c Ratio 0.32 0.49 0.64 0.35 0.07 0.79
Control Delay 16.9 3.0 11.0 1.5 27.2 42.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 3.0 11.0 1.5 27.2 42.9
Queue Length 50th (ft) 145 0 155 4 22 318
Queue Length 95th (ft) 190 57 183 41 37 372
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 3524 1115 3244 1283 1378 1138
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.32 0.49 0.64 0.35 0.06 0.68
Intersection Summary
2660
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 11
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 999 248 2138 92 514 664
v/c Ratio 0.41 0.16 0.59 0.11 0.25 0.55
Control Delay 10.3 0.2 18.1 2.0 25.1 25.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.3 0.2 18.1 2.0 25.1 25.1
Queue Length 50th (ft) 51 0 194 2 98 194
Queue Length 95th (ft) 58 0 245 m5 126 260
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2432 1583 3645 813 2040 1208
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.41 0.16 0.59 0.11 0.25 0.55
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2661
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 383 954 268 163 1143 190 269 461 212 441 745 v/c Ratio 0.76 0.51 0.33 0.61 0.74 0.31 0.73 0.31 0.72 0.31 0.60 Control Delay 55.7 23.4 7.1 67.8 44.4 4.8 68.2 29.8 72.7 38.7 17.3 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 55.7 23.4 7.1 67.8 44.4 4.8 68.2 29.8 72.7 38.7 17.3 Queue Length 50th (ft) 167 161 41 69 317 0 114 91 91 109 159 Queue Length 95th (ft) 222 190 77 107 373 45 160 123 #141 145 205 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 523 1871 843 290 1537 615 422 1500 293 1417 1262 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.73 0.51 0.32 0.56 0.74 0.31 0.64 0.31 0.72 0.31 0.59 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2662
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 64 756 199 68 736 11 112 65 24 28 101 v/c Ratio 0.42 0.95 0.26 0.62 0.51 0.02 0.81 0.12 0.23 0.07 0.23 Control Delay 47.1 48.3 3.3 56.9 29.4 0.0 81.1 11.7 45.6 28.8 4.7 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 47.1 48.3 3.3 56.9 29.4 0.0 81.1 11.7 45.6 28.8 4.7 Queue Length 50th (ft) 35 396 0 41 228 0 64 6 13 13 0
Queue Length 95th (ft) 74 #637 37 m55 288 m0 #157 39 39 35 27 Internal Link Dist (ft) 426 2153 1247 580
Turn Bay Length (ft) 250 250 250 250 250 300
Base Capacity (vph) 173 809 784 109 1448 707 139 544 105 416 445 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.37 0.93 0.25 0.62 0.51 0.02 0.81 0.12 0.23 0.07 0.23 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. 2663
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP MIT - AM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 33 598 195 39 466 385 217 101 40 193 159 v/c Ratio 0.21 0.54 0.32 0.25 0.80 0.51 0.78 0.20 0.07 0.69 0.32 Control Delay 41.3 13.3 5.1 42.5 40.1 5.0 62.3 32.0 0.2 48.3 26.5 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 41.3 13.3 5.1 42.5 40.1 5.0 62.3 32.0 0.2 48.3 26.5 Queue Length 50th (ft) 14 144 35 21 233 0 ~154 49 0 105 68 Queue Length 95th (ft) m17 m154 m37 52 #351 60 #292 102 0 164 123 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 330
Base Capacity (vph) 157 1179 646 157 621 784 277 510 566 443 503 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.21 0.51 0.30 0.25 0.75 0.49 0.78 0.20 0.07 0.44 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. 2664
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 44 209 18 71 32 188 663 27 21 520 12 v/c Ratio 0.10 0.27 0.63 0.17 0.36 0.12 0.63 0.25 0.02 0.20 0.15 0.01 Control Delay 62.3 60.0 16.0 64.4 59.7 1.0 55.5 18.9 6.3 65.0 10.3 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 0.0 Total Delay 62.3 60.0 16.0 64.4 59.7 1.0 55.5 18.9 6.3 65.0 10.3 0.0 Queue Length 50th (ft) 9 37 0 15 60 0 84 191 1 18 52 0
Queue Length 95th (ft) 28 73 75 42 108 0 121 351 18 47 105 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 201 609 658 209 609 586 383 2637 1207 194 3378 1087 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.05 0.07 0.32 0.09 0.12 0.05 0.49 0.25 0.02 0.11 0.15 0.01 Intersection Summary
2665
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 65 145 48 146 193 851 41 63 761 14 v/c Ratio 0.13 0.32 0.48 0.41 0.53 0.63 0.26 0.04 0.49 0.29 0.02 Control Delay 63.2 58.2 13.2 70.4 55.6 62.2 13.6 0.1 64.6 19.1 0.7 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 63.2 58.2 13.2 70.4 55.6 62.2 13.6 0.1 64.6 19.1 0.7 Queue Length 50th (ft) 12 55 0 41 108 160 113 0 45 139 0 Queue Length 95th (ft) 34 93 56 81 173 233 187 0 67 219 2 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 184 612 618 203 593 305 3258 1059 194 2630 855 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.11 0.23 0.24 0.25 0.63 0.26 0.04 0.32 0.29 0.02 Intersection Summary
2666
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 268 733 131 362 632 323 297 1470 502 351 1065 210 v/c Ratio 0.72 0.79 0.26 0.86 0.63 0.50 0.76 0.87 0.71 0.81 0.61 0.34 Control Delay 74.0 56.7 9.3 82.7 48.5 9.3 75.7 53.0 26.4 76.7 43.1 15.5 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 74.0 56.7 9.3 82.7 48.5 9.3 75.7 53.0 26.4 76.7 43.1 15.5 Queue Length 50th (ft) 128 342 9 174 273 26 142 489 199 167 311 47 Queue Length 95th (ft) 172 392 59 #248 331 107 191 #647 368 #233 396 127 Internal Link Dist (ft) 615 4134 562 5238
Turn Bay Length (ft) 230 175 280 200 260 225 280 165
Base Capacity (vph) 468 1090 570 439 1090 681 451 1690 704 461 1744 626 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.57 0.67 0.23 0.82 0.58 0.47 0.66 0.87 0.71 0.76 0.61 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2667
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 4
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 151 257 56 296 119 274
v/c Ratio 0.40 0.64 0.08 0.24 0.17 0.22
Control Delay 18.4 22.0 3.2 2.9 5.9 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.4 22.0 3.2 2.9 5.9 5.6
Queue Length 50th (ft) 37 58 4 10 14 33
Queue Length 95th (ft) 70 105 m8 m26 40 78
Internal Link Dist (ft) 5395 1252 4546 2558
Turn Bay Length (ft) 150 250
Base Capacity (vph) 638 642 728 1222 713 1231
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.24 0.40 0.08 0.24 0.17 0.22
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2668
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 147 1055 165 113 1149 210 526 161 162 372 111 v/c Ratio 0.86 0.88 0.26 0.73 0.99 0.94 0.49 0.27 0.83 0.36 0.19 Control Delay 93.0 47.3 6.3 80.5 64.6 99.4 36.4 6.8 87.0 34.0 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 93.0 47.3 6.3 80.5 64.6 99.4 36.4 6.8 87.0 34.0 2.3 Queue Length 50th (ft) 114 405 5 86 457 164 177 3 119 116 0 Queue Length 95th (ft) #227 #523 54 #170 #614 #315 233 54 #238 156 4 Internal Link Dist (ft) 1169 1263 627 614
Turn Bay Length (ft) 250 50 215 230 104 255 25
Base Capacity (vph) 178 1201 640 165 1157 223 1082 592 208 1025 582 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.83 0.88 0.26 0.68 0.99 0.94 0.49 0.27 0.78 0.36 0.19 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2669
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 196 908 163 173 920 149 214 413 184 138 279 164 v/c Ratio 0.65 0.90 0.30 0.56 0.90 0.27 0.91 0.34 0.29 0.42 0.26 0.27 Control Delay 61.7 52.3 10.0 57.7 51.9 8.4 89.5 29.6 9.9 54.0 31.8 6.0 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 61.7 52.3 10.0 57.7 51.9 8.4 89.5 29.6 9.9 54.0 31.8 6.0 Queue Length 50th (ft) 73 336 17 64 341 9 158 120 25 51 83 0 Queue Length 95th (ft) 113 #450 70 101 #450 58 #298 163 78 83 121 50 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 301 1030 548 316 1048 562 241 1214 633 325 1079 598 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.65 0.88 0.30 0.55 0.88 0.27 0.89 0.34 0.29 0.42 0.26 0.27 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2670
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 111 110 194 1000 673 91
v/c Ratio 0.52 0.38 0.53 0.37 0.37 0.11
Control Delay 43.4 11.0 36.0 4.1 13.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.4 11.0 36.0 4.1 13.9 5.9
Queue Length 50th (ft) 57 0 94 70 104 8
Queue Length 95th (ft) 91 33 139 103 145 29
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 549 368 2716 1828 847
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.21 0.20 0.53 0.37 0.37 0.11
Intersection Summary
2671
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 59 502 418 23 478 79 332 938 49 46 588 51 v/c Ratio 0.42 0.82 0.52 0.17 0.85 0.14 0.92 0.61 0.07 0.33 0.57 0.09 Control Delay 62.3 49.1 5.6 55.3 54.4 1.3 79.1 31.0 0.6 58.9 40.5 0.3 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 62.3 49.1 5.6 55.3 54.4 1.3 79.1 31.0 0.6 58.9 40.5 0.3 Queue Length 50th (ft) 44 354 4 17 332 0 257 325 0 34 216 0 Queue Length 95th (ft) 89 #498 76 44 #472 7 #443 414 4 73 279 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 150 648 822 134 609 598 360 1549 727 165 1039 544 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.39 0.77 0.51 0.17 0.78 0.13 0.92 0.61 0.07 0.28 0.57 0.09 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2672
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 24 388 191 39 350 126 160 1338 116 935 v/c Ratio 0.17 0.84 0.39 0.27 0.75 0.26 0.70 0.82 0.60 0.60 Control Delay 56.7 60.1 14.9 59.4 53.5 6.5 68.0 37.2 66.1 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.7 60.1 14.9 59.4 53.5 6.5 68.0 37.2 66.1 32.4 Queue Length 50th (ft) 18 299 40 30 263 0 126 518 92 320 Queue Length 95th (ft) 47 381 97 68 339 43 192 #827 151 #520 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 450 255
Base Capacity (vph) 157 592 584 157 592 591 304 1629 232 1567 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.15 0.66 0.33 0.25 0.59 0.21 0.53 0.82 0.50 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2673
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 10
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1773 551 1942 422 74 345
v/c Ratio 0.37 0.42 0.44 0.33 0.13 0.69
Control Delay 7.1 1.5 1.8 1.6 49.2 52.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.1 1.5 1.8 1.6 49.2 52.3
Queue Length 50th (ft) 147 0 25 9 30 141
Queue Length 95th (ft) 205 34 30 51 51 189
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 4785 1326 4409 1295 933 802
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.42 0.44 0.33 0.08 0.43
Intersection Summary
2674
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 11
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1507 378 1857 205 536 1018
v/c Ratio 0.84 0.24 0.69 0.30 0.19 0.65
Control Delay 39.7 0.3 23.1 2.4 16.0 23.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.7 0.3 23.1 2.4 16.0 23.7
Queue Length 50th (ft) 464 0 264 12 84 346
Queue Length 95th (ft) 305 0 282 m18 105 427
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 1804 1599 2677 688 2779 1565
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.84 0.24 0.69 0.30 0.19 0.65
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2675
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 705 1488 344 332 1184 211 405 875 329 376 482 v/c Ratio 1.02 0.81 0.37 0.84 0.84 0.37 0.70 0.63 0.95 0.35 0.40 Control Delay 81.7 33.0 11.5 79.5 54.6 9.2 62.8 42.3 99.5 48.6 20.6 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.7 33.3 11.5 79.5 54.6 9.2 62.8 42.3 99.5 48.6 20.6 Queue Length 50th (ft) ~356 261 97 155 374 14 181 232 156 108 124 Queue Length 95th (ft) #486 388 m166 #231 434 80 240 281 #252 142 172 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 693 1845 936 396 1405 569 575 1393 346 1063 1214 Starvation Cap Reductn 0 60 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.02 0.83 0.37 0.84 0.84 0.37 0.70 0.63 0.95 0.35 0.40 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. 2676
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 141 943 170 66 973 33 195 106 20 22 115 v/c Ratio 0.67 0.99 0.20 0.61 0.62 0.04 0.79 0.19 0.19 0.07 0.31 Control Delay 65.9 57.1 6.7 78.5 29.2 0.1 72.7 13.2 57.6 44.6 7.1 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 65.9 57.1 6.7 78.5 29.2 0.1 72.7 13.2 57.6 44.6 7.1 Queue Length 50th (ft) 106 ~781 22 51 305 0 146 14 15 15 0 Queue Length 95th (ft) 171 #1031 60 #111 393 0 #248 64 41 40 38 Internal Link Dist (ft) 426 2153 1247 580
Turn Bay Length (ft) 250 250 250 250 250 300
Base Capacity (vph) 260 954 868 112 1559 774 270 553 270 310 377 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.54 0.99 0.20 0.59 0.62 0.04 0.72 0.19 0.07 0.07 0.31 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.
2677
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Near Term (2026) WP MIT - PM Pk Hr LSA Synchro 11 Report
04/21/2023 Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 45 616 203 55 694 135 297 128 80 116 162 v/c Ratio 0.32 0.47 0.28 0.37 0.93 0.19 0.90 0.24 0.15 0.67 0.46 Control Delay 49.8 25.8 4.3 50.8 51.2 2.9 71.0 30.6 2.7 63.9 39.1 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 49.8 25.8 4.3 50.8 51.2 2.9 71.0 30.6 2.7 63.9 39.1 Queue Length 50th (ft) 28 155 0 34 435 0 186 66 0 72 88 Queue Length 95th (ft) 63 210 46 73 #682 27 #334 116 15 #148 154 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 330
Base Capacity (vph) 142 1338 725 160 744 729 342 524 532 178 355 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.32 0.46 0.28 0.34 0.93 0.19 0.87 0.24 0.15 0.65 0.46 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2678
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 25 101 255 46 486 84 495 491 30 71 668 98 v/c Ratio 0.24 0.19 0.41 0.42 0.88 0.15 0.86 0.29 0.04 0.55 0.38 0.15 Control Delay 66.4 36.6 5.8 72.8 63.3 0.5 49.7 27.6 6.9 76.2 36.1 1.2 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 66.4 36.6 5.8 72.8 63.3 0.5 49.7 27.6 6.9 76.2 36.1 1.2 Queue Length 50th (ft) 21 64 0 40 398 0 229 201 3 61 175 0 Queue Length 95th (ft) 52 108 61 83 529 0 m287 m266 m15 113 225 7 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 105 610 691 118 609 621 634 1680 806 157 1778 653 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.24 0.17 0.37 0.39 0.80 0.14 0.78 0.29 0.04 0.45 0.38 0.15 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2679
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 78 171 272 108 583 149 882 22 64 878 86 v/c Ratio 0.57 0.27 0.38 0.68 0.94 0.83 0.50 0.04 0.49 0.57 0.16 Control Delay 75.5 34.0 5.2 80.1 66.1 94.0 37.1 0.1 93.5 24.1 0.8 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 75.5 34.0 5.2 80.1 66.1 94.0 37.1 0.1 93.5 24.1 0.8 Queue Length 50th (ft) 67 108 0 93 480 129 228 0 59 98 0 Queue Length 95th (ft) 120 175 63 154 #757 #240 286 0 110 122 1 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 180 643 724 199 620 192 1762 627 194 1534 549 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 0.50 0.04 0.33 0.57 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2680
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 122 455 311 338 701 276 424 996 349 286 1450 229 v/c Ratio 0.48 0.69 0.60 0.75 0.79 0.48 0.78 0.50 0.40 0.74 0.81 0.37 Control Delay 70.4 60.1 13.3 56.4 65.6 19.7 68.9 35.9 8.9 73.6 48.2 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.4 60.1 13.3 56.4 65.6 19.7 68.9 35.9 8.9 73.6 48.2 19.6 Queue Length 50th (ft) 58 214 29 136 304 85 198 256 63 137 458 71 Queue Length 95th (ft) 90 259 117 m153 m315 m90 262 360 125 182 #638 163 Internal Link Dist (ft) 615 4144 562 5238
Turn Bay Length (ft) 230 175 280 200 260 225 280 165
Base Capacity (vph) 459 1069 670 467 1058 634 545 1993 874 456 1785 627 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.27 0.43 0.46 0.72 0.66 0.44 0.78 0.50 0.40 0.63 0.81 0.37 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. 2681
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 4
Lane Group EBT WBT NBL NBT SBT
Lane Group Flow (vph) 167 54 478 265 350
v/c Ratio 0.55 0.29 0.82 0.18 0.48
Control Delay 13.8 36.2 35.5 2.7 23.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 36.2 35.5 2.7 23.4
Queue Length 50th (ft) 3 26 213 23 126
Queue Length 95th (ft) 56 56 289 53 #269
Internal Link Dist (ft) 3722 1173 2558 543
Turn Bay Length (ft) 300
Base Capacity (vph) 481 419 634 1436 724
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.35 0.13 0.75 0.18 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2682
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 3 249 47 572 413 125 305 180 649
v/c Ratio 0.02 0.35 0.13 0.79 0.49 0.58 0.48 0.74 0.96
Control Delay 18.0 20.5 20.6 39.2 4.5 62.5 36.1 68.4 63.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.0 20.5 20.6 39.2 4.5 62.5 36.1 68.4 63.8 Queue Length 50th (ft) 1 108 23 380 12 91 187 133 ~535
Queue Length 95th (ft) 7 146 42 440 63 #236 308 #249 #786 Internal Link Dist (ft) 5395 1252 2573 2558
Turn Bay Length (ft) 200 200 200 150 250
Base Capacity (vph) 160 878 466 905 965 215 640 252 679 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.02 0.28 0.10 0.63 0.43 0.58 0.48 0.71 0.96 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.
2683
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 96 760 396 165 972 237 337 100 360 970 134 v/c Ratio 0.87 0.85 0.55 0.77 0.91 0.94 0.41 0.21 0.79 0.79 0.22 Control Delay 117.2 64.7 17.5 84.9 59.8 105.0 49.8 1.5 63.2 48.5 9.1 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 117.2 64.7 17.5 84.9 59.8 105.0 49.8 1.5 63.2 48.5 9.1 Queue Length 50th (ft) 84 387 150 153 454 224 145 0 317 439 13 Queue Length 95th (ft) m#201 #517 209 227 #553 #390 195 5 #441 527 62 Internal Link Dist (ft) 1159 1263 627 2587
Turn Bay Length (ft) 230 50 215 230 104 255 25
Base Capacity (vph) 110 895 729 277 1096 256 816 486 463 1230 623 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.87 0.85 0.54 0.60 0.89 0.93 0.41 0.21 0.78 0.79 0.22 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. 2684
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 20 297 186 229 640 236 128 245 178 525 v/c Ratio 0.21 0.73 0.35 0.80 0.89 0.31 0.74 0.46 0.75 0.88 Control Delay 45.8 43.5 3.6 57.8 43.0 4.0 67.0 29.7 58.4 47.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.8 43.5 3.6 57.8 43.0 4.0 67.0 29.7 58.4 47.6 Queue Length 50th (ft) 11 154 0 125 290 0 73 113 98 287 Queue Length 95th (ft) 34 241 27 #232 #575 46 #174 188 #193 #486 Internal Link Dist (ft) 1252 1804 313 384
Turn Bay Length (ft) 100 200 235 250 225 255
Base Capacity (vph) 97 446 558 306 720 755 173 529 248 600 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.21 0.67 0.33 0.75 0.89 0.31 0.74 0.46 0.72 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2685
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 8
Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Group Flow (vph) 359 39 95 495 196 33 898
v/c Ratio 0.77 0.08 0.48 0.49 0.21 0.23 0.51
Control Delay 38.8 1.3 41.3 15.0 2.9 38.6 17.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 1.3 41.3 15.0 2.9 38.6 17.3
Queue Length 50th (ft) 165 0 45 116 0 16 166
Queue Length 95th (ft) 238 5 91 293 35 43 251
Internal Link Dist (ft) 1292 133
Turn Bay Length (ft) 335 100 50 105
Base Capacity (vph) 584 578 223 1000 934 144 1766
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.61 0.07 0.43 0.49 0.21 0.23 0.51
Intersection Summary
2686
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 120 778 228 346 734 180 127 214 188 173 649 311 v/c Ratio 0.47 0.85 0.47 0.77 0.65 0.31 0.70 0.26 0.38 0.26 0.56 0.44 Control Delay 68.2 58.6 25.7 70.1 43.8 12.4 79.6 43.6 10.3 50.1 42.2 6.1 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 68.2 58.6 25.7 70.1 43.8 12.4 79.6 43.6 10.3 50.1 42.2 6.1 Queue Length 50th (ft) 55 343 87 159 289 33 114 83 13 71 263 0 Queue Length 95th (ft) 87 #467 177 205 366 93 177 121 78 108 352 75 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 592 924 486 598 1126 590 294 826 498 659 1150 714 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.20 0.84 0.47 0.58 0.65 0.31 0.43 0.26 0.38 0.26 0.56 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2687
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 92 254 308 496 1065 327
v/c Ratio 0.46 0.63 0.76 0.18 0.61 0.39
Control Delay 42.3 12.2 42.3 3.0 19.1 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.3 12.2 42.3 3.0 19.1 11.8
Queue Length 50th (ft) 47 0 153 27 206 65
Queue Length 95th (ft) 90 65 224 50 333 156
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 651 429 2715 1734 831
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.17 0.39 0.72 0.18 0.61 0.39
Intersection Summary
2688
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 435 389 40 512 253 175 508 23 125 926 148 v/c Ratio 0.48 0.72 0.52 0.25 0.91 0.46 0.91 0.41 0.04 0.72 0.77 0.25 Control Delay 54.2 38.3 7.6 46.6 56.7 18.2 90.2 26.9 0.1 67.8 35.8 9.3 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 54.2 38.3 7.6 46.6 56.7 18.2 90.2 26.9 0.1 67.8 35.8 9.3 Queue Length 50th (ft) 48 250 21 24 310 68 112 135 0 79 290 16 Queue Length 95th (ft) 95 #373 100 57 #498 142 #238 184 0 #165 #378 62 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 159 620 754 160 577 562 193 1242 613 177 1209 600 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.48 0.70 0.52 0.25 0.89 0.45 0.91 0.41 0.04 0.71 0.77 0.25 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2689
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 17 317 210 50 455 118 303 667 176 1298 v/c Ratio 0.12 0.70 0.43 0.35 0.82 0.22 0.81 0.47 0.81 1.14 Control Delay 55.8 50.6 14.6 61.3 53.8 10.2 65.5 29.7 81.0 111.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.8 50.6 14.6 61.3 53.8 10.2 65.5 29.7 81.0 111.5 Queue Length 50th (ft) 13 246 44 39 327 14 226 198 138 ~668 Queue Length 95th (ft) 37 309 103 80 459 58 #455 300 #252 #847 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 450 255
Base Capacity (vph) 151 572 578 155 596 570 373 1423 231 1142 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.11 0.55 0.36 0.32 0.76 0.21 0.81 0.47 0.76 1.14 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.
2690
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 13
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1315 956 2274 499 83 837
v/c Ratio 0.37 0.73 0.70 0.39 0.07 0.85
Control Delay 17.2 4.9 11.1 1.9 28.2 47.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.2 4.9 11.1 1.9 28.2 47.8
Queue Length 50th (ft) 183 0 161 12 23 348
Queue Length 95th (ft) 210 61 159 58 42 441
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 3531 1301 3259 1283 1245 1031
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.73 0.70 0.39 0.07 0.81
Intersection Summary
2691
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 14
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1174 254 2304 101 528 684
v/c Ratio 0.47 0.16 0.62 0.12 0.26 0.59
Control Delay 10.8 0.2 16.2 1.5 25.9 28.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.8 0.2 16.2 1.5 25.9 28.8
Queue Length 50th (ft) 71 0 237 3 103 224
Queue Length 95th (ft) 80 0 287 m6 131 294
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 2472 1583 3704 829 2002 1162
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.47 0.16 0.62 0.12 0.26 0.59
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2692
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 441 1006 391 211 1196 200 409 658 222 515 775 v/c Ratio 0.94 0.60 0.46 0.62 0.80 0.34 0.67 0.45 0.60 0.45 0.63 Control Delay 71.9 27.1 5.6 64.5 47.1 10.1 56.2 34.4 62.5 45.1 26.7 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 71.9 27.1 5.6 64.5 47.1 10.1 56.2 34.4 62.5 45.1 26.7 Queue Length 50th (ft) 197 186 57 89 341 23 168 147 93 138 234 Queue Length 95th (ft) #298 224 80 131 399 84 224 187 137 176 310 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 470 1677 843 343 1498 581 607 1472 373 1145 1234 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.94 0.60 0.46 0.62 0.80 0.34 0.67 0.45 0.60 0.45 0.63 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2693
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
07/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 227 790 208 70 765 101 117 140 339 450 489 v/c Ratio 0.90 0.65 0.30 0.44 0.80 0.11 0.73 0.37 0.94 0.76 0.58 Control Delay 75.3 28.5 4.7 57.6 31.0 0.4 67.1 27.4 71.7 37.9 16.5 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 75.3 28.5 4.7 57.6 31.0 0.4 67.1 27.4 71.7 37.9 16.5 Queue Length 50th (ft) 129 205 0 43 171 0 66 54 191 230 158 Queue Length 95th (ft) #262 271 47 m60 m222 m0 #152 108 #356 #356 254 Internal Link Dist (ft) 426 710 1247 580
Turn Bay Length (ft) 265 250 250 250 250 300 300
Base Capacity (vph) 253 1222 682 158 953 881 160 382 361 591 849 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.90 0.65 0.30 0.44 0.80 0.11 0.73 0.37 0.94 0.76 0.58 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. 2694
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - AM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 55 732 343 78 489 402 226 104 42 356 573 v/c Ratio 0.35 0.65 0.47 0.50 0.76 0.50 0.92 0.33 0.10 0.88 1.20 Control Delay 45.3 29.3 4.8 50.6 35.7 4.8 84.4 40.7 0.5 56.8 142.1 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 45.3 29.3 4.8 50.6 35.7 4.8 84.4 40.7 0.5 56.8 142.1 Queue Length 50th (ft) 30 182 0 43 249 0 ~164 57 0 190 ~405 Queue Length 95th (ft) 67 242 57 88 #402 61 #305 109 0 #329 #609 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 330
Base Capacity (vph) 157 1179 756 157 667 824 246 312 416 443 476 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.35 0.62 0.45 0.50 0.73 0.49 0.92 0.33 0.10 0.80 1.20 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.
2695
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
1: Willow Avenue & International Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 10 136 213 18 112 61 191 680 79 73 533 13 v/c Ratio 0.10 0.57 0.55 0.17 0.42 0.19 0.63 0.29 0.07 0.53 0.17 0.01 Control Delay 62.3 64.3 12.0 64.5 56.0 1.8 49.7 24.3 13.2 73.7 12.8 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 0.0 Total Delay 62.3 64.3 12.0 64.5 56.0 1.8 49.7 24.3 13.2 73.7 12.8 0.0 Queue Length 50th (ft) 9 114 0 15 92 0 85 250 20 63 61 0 Queue Length 95th (ft) 28 177 71 42 150 3 124 367 76 113 117 0 Internal Link Dist (ft) 1854 1594 2622 1049
Turn Bay Length (ft) 245 235 100 20 300 155 250 205
Base Capacity (vph) 201 609 661 209 609 592 363 2364 1096 194 3173 1030 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.05 0.22 0.32 0.09 0.18 0.10 0.53 0.29 0.07 0.38 0.17 0.01 Intersection Summary
2696
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
2: Willow Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 14 132 146 139 211 195 853 196 128 762 14 v/c Ratio 0.13 0.58 0.45 0.78 0.54 0.67 0.32 0.22 0.69 0.33 0.02 Control Delay 63.2 65.6 12.2 86.3 49.3 64.6 21.3 9.3 68.0 22.5 0.6 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 63.2 65.6 12.2 86.3 49.3 64.6 21.3 9.3 68.0 22.5 0.6 Queue Length 50th (ft) 12 112 0 119 144 163 157 32 111 163 0 Queue Length 95th (ft) 35 170 60 #206 237 242 232 95 113 239 2 Internal Link Dist (ft) 1692 5395 5238 2622
Turn Bay Length (ft) 235 240 210 250 105 250 200
Base Capacity (vph) 184 612 619 203 591 292 2652 886 211 2330 772 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.22 0.24 0.68 0.36 0.67 0.32 0.22 0.61 0.33 0.02 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2697
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
3: Willow Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 282 765 412 380 661 338 312 1544 527 366 1118 220 v/c Ratio 0.75 0.82 0.58 0.92 0.66 0.55 0.77 0.90 0.71 0.87 0.65 0.35 Control Delay 75.7 58.7 30.1 66.3 71.7 38.4 75.2 54.5 30.7 83.4 43.9 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.7 58.7 30.1 66.3 71.7 38.4 75.2 54.5 30.7 83.4 43.9 15.7 Queue Length 50th (ft) 135 357 249 181 346 164 149 522 327 175 333 52 Queue Length 95th (ft) 183 425 335 m187 m353 m173 198 #619 462 #279 408 131 Internal Link Dist (ft) 615 4144 562 5238
Turn Bay Length (ft) 230 175 280 200 260 225 280 165
Base Capacity (vph) 437 1020 739 415 1029 628 475 1720 747 420 1731 625 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.65 0.75 0.56 0.92 0.64 0.54 0.66 0.90 0.71 0.87 0.65 0.35 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. 2698
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
4: Minnewawa Avenue & International Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 4
Lane Group EBT WBT NBL NBT SBT
Lane Group Flow (vph) 250 2 191 320 332
v/c Ratio 0.72 0.01 0.62 0.23 0.35
Control Delay 26.9 25.0 39.2 4.5 15.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 26.9 25.0 39.2 4.5 15.2
Queue Length 50th (ft) 55 1 89 38 90
Queue Length 95th (ft) 119 6 144 93 201
Internal Link Dist (ft) 3722 1173 2558 543
Turn Bay Length (ft) 300
Base Capacity (vph) 495 477 414 1363 947
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.51 0.00 0.46 0.23 0.35
Intersection Summary
2699
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
5: Minnewawa Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 8 517 20 237 174 162 497 221 279
v/c Ratio 0.03 0.92 0.16 0.42 0.29 0.73 0.81 0.85 0.42
Control Delay 14.9 44.2 18.9 19.2 4.5 47.5 31.2 57.4 17.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.9 44.2 18.9 19.2 4.5 47.5 31.2 57.4 17.6 Queue Length 50th (ft) 2 169 5 67 0 58 160 80 76
Queue Length 95th (ft) 10 #338 20 121 36 #140 #311 #189 135 Internal Link Dist (ft) 5395 1252 2573 2558
Turn Bay Length (ft) 200 200 200 150 250
Base Capacity (vph) 318 577 129 585 618 223 615 260 657 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.03 0.90 0.16 0.41 0.28 0.73 0.81 0.85 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2700
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 155 1099 234 116 1202 337 732 166 171 542 116 v/c Ratio 0.97 0.89 0.24 0.79 1.00 0.98 0.64 0.28 0.85 0.63 0.23 Control Delay 112.2 49.4 20.6 99.5 73.3 100.5 45.4 11.5 95.8 53.0 3.0 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 112.2 49.4 20.6 99.5 73.3 100.5 45.4 11.5 95.8 53.0 3.0 Queue Length 50th (ft) 153 533 137 109 ~592 320 316 25 159 242 0 Queue Length 95th (ft) m#246 #627 m187 #214 #754 #520 388 84 #273 307 19 Internal Link Dist (ft) 1159 1263 627 2587
Turn Bay Length (ft) 230 50 215 230 104 255 25
Base Capacity (vph) 160 1237 958 149 1199 345 1147 600 221 862 505 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.97 0.89 0.24 0.78 1.00 0.98 0.64 0.28 0.77 0.63 0.23 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. 2701
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
7: Clovis Avenue & Behymer Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 12 391 87 50 264 122 193 718 191 428 v/c Ratio 0.13 0.88 0.19 0.54 0.47 0.22 0.78 0.90 0.86 0.55 Control Delay 49.0 58.0 3.8 68.6 31.8 6.2 63.4 44.0 78.8 27.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.0 58.0 3.8 68.6 31.8 6.2 63.4 44.0 78.8 27.2 Queue Length 50th (ft) 7 235 0 32 126 0 119 432 122 219 Queue Length 95th (ft) 26 #383 23 #83 227 43 #219 #682 #253 323 Internal Link Dist (ft) 1252 1804 313 384
Turn Bay Length (ft) 100 200 235 250 225 255
Base Capacity (vph) 89 479 493 92 586 583 265 796 221 783 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.13 0.82 0.18 0.54 0.45 0.21 0.73 0.90 0.86 0.55 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2702
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
8: Clovis Avenue & Baron Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 8
Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Group Flow (vph) 322 10 35 1029 452 66 572
v/c Ratio 0.91 0.03 0.30 0.89 0.39 0.63 0.25
Control Delay 66.8 0.1 47.2 27.7 1.9 70.0 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.8 0.1 47.2 27.7 1.9 70.0 8.2
Queue Length 50th (ft) 180 0 19 488 0 38 77
Queue Length 95th (ft) #332 0 50 #805 36 #103 106
Internal Link Dist (ft) 1292 133
Turn Bay Length (ft) 335 100 50 105
Base Capacity (vph) 361 381 118 1154 1152 104 2291
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.89 0.03 0.30 0.89 0.39 0.63 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2703
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
9: Clovis Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 201 946 172 302 962 155 234 712 385 143 287 169 v/c Ratio 0.67 0.93 0.32 0.96 0.93 0.28 0.96 0.59 0.60 0.46 0.27 0.29 Control Delay 62.5 56.2 10.8 93.1 55.0 9.0 96.8 33.9 23.7 55.0 32.4 6.0 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 62.5 56.2 10.8 93.1 55.0 9.0 96.8 33.9 23.7 55.0 32.4 6.0 Queue Length 50th (ft) 75 357 22 116 362 12 175 227 146 53 86 0 Queue Length 95th (ft) 115 #481 77 #204 #485 63 #335 291 251 86 124 51 Internal Link Dist (ft) 1209 1573 1877 1292
Turn Bay Length (ft) 240 50 245 175 235 50 250 270
Base Capacity (vph) 301 1025 546 316 1048 562 245 1214 639 313 1045 587 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.67 0.92 0.32 0.96 0.92 0.28 0.96 0.59 0.60 0.46 0.27 0.29 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
2704
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
10: Clovis Avenue & Teague Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Group Flow (vph) 175 117 179 1296 685 84
v/c Ratio 0.65 0.34 0.67 0.50 0.36 0.10
Control Delay 44.8 8.9 45.6 6.2 13.7 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.8 8.9 45.6 6.2 13.7 7.7
Queue Length 50th (ft) 89 0 91 125 104 10
Queue Length 95th (ft) 144 42 147 213 185 40
Internal Link Dist (ft) 870 436 1877
Turn Bay Length (ft) 250 225 50
Base Capacity (vph) 527 554 378 2605 1917 878
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.33 0.21 0.47 0.50 0.36 0.10
Intersection Summary
2705
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
11: Clovis Avenue & Nees Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 632 439 35 501 373 349 973 51 117 621 53 v/c Ratio 0.73 0.93 0.55 0.26 0.86 0.65 0.94 0.74 0.08 0.75 0.70 0.11 Control Delay 81.2 59.1 10.2 57.7 55.1 28.3 82.4 37.8 1.0 80.7 45.9 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 81.2 59.1 10.2 57.7 55.1 28.3 82.4 37.8 1.0 80.7 45.9 0.5 Queue Length 50th (ft) 82 ~493 53 26 357 159 ~281 353 0 90 231 0 Queue Length 95th (ft) #169 #739 154 60 #531 267 #473 436 5 #178 297 0 Internal Link Dist (ft) 389 2634 2691 2832
Turn Bay Length (ft) 230 60 60 475 95 260 105
Base Capacity (vph) 150 681 798 134 606 596 370 1312 630 165 893 486 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.71 0.93 0.55 0.26 0.83 0.63 0.94 0.74 0.08 0.71 0.70 0.11 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.
2706
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
12: Clovis Avenue & Alluvial Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 25 439 201 41 367 133 284 1415 136 992 v/c Ratio 0.18 0.87 0.39 0.29 0.67 0.24 0.85 0.98 0.68 0.83 Control Delay 56.9 60.6 15.0 59.7 44.9 6.7 72.8 56.4 70.2 47.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.9 60.6 15.0 59.7 44.9 6.7 72.8 56.4 70.2 47.6 Queue Length 50th (ft) 19 335 45 32 267 3 216 ~653 108 ~424 Queue Length 95th (ft) 49 434 103 70 350 48 #401 #910 175 #588 Internal Link Dist (ft) 611 755 2017 2691
Turn Bay Length (ft) 150 105 165 105 450 255
Base Capacity (vph) 171 596 587 171 612 606 337 1450 231 1194 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.15 0.74 0.34 0.24 0.60 0.22 0.84 0.98 0.59 0.83 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.
2707
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
13: SR-168 WB Ramps & Herndon Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 13
Lane Group EBT EBR WBT WBR SBL SBR
Lane Group Flow (vph) 1872 615 2575 555 78 410
v/c Ratio 0.41 0.47 0.61 0.43 0.12 0.72
Control Delay 9.2 1.9 2.7 2.1 45.3 56.3
Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0
Total Delay 9.2 1.9 3.0 2.1 45.3 56.3
Queue Length 50th (ft) 188 0 52 9 30 186
Queue Length 95th (ft) 248 40 64 m30 51 236
Internal Link Dist (ft) 587 722
Turn Bay Length (ft) 365 235 565
Base Capacity (vph) 4573 1310 4253 1295 884 739
Starvation Cap Reductn 0 0 785 0 0 0
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.41 0.47 0.74 0.43 0.09 0.55
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. 2708
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
14: SR-168 EB Ramps & Herndon Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 14
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1580 409 2382 221 812 1051
v/c Ratio 0.93 0.26 0.95 0.35 0.28 0.65
Control Delay 47.5 0.4 34.4 4.0 15.5 21.9
Queue Delay 1.9 0.0 0.0 0.0 0.0 0.0
Total Delay 49.4 0.4 34.4 4.0 15.5 21.9
Queue Length 50th (ft) 513 0 526 20 128 344
Queue Length 95th (ft) #308 0 m541 m23 154 425
Internal Link Dist (ft) 722 551
Turn Bay Length (ft)
Base Capacity (vph) 1694 1599 2514 634 2887 1624
Starvation Cap Reductn 000000
Spillback Cap Reductn 46 00000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.96 0.26 0.95 0.35 0.28 0.65
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. 2709
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
15: Clovis Avenue & Herndon Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 732 1561 364 340 1482 221 634 973 345 394 514 v/c Ratio 1.10 0.85 0.37 0.85 1.03 0.40 0.75 0.70 1.00 0.60 0.51 Control Delay 101.5 35.6 4.4 80.2 80.2 15.7 55.3 44.4 109.9 61.8 25.9 Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.5 36.7 4.4 80.2 80.2 15.7 55.3 44.4 109.9 61.8 25.9 Queue Length 50th (ft) ~398 476 65 157 ~526 48 277 266 164 126 143 Queue Length 95th (ft) m#482 m524 m62 #228 #624 123 347 319 #269 164 202 Internal Link Dist (ft) 551 830 361 659
Turn Bay Length (ft) 350 240 245 150 200 230 185
Base Capacity (vph) 668 1837 995 420 1441 551 850 1394 346 660 1011 Starvation Cap Reductn 0 110 000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.10 0.90 0.37 0.81 1.03 0.40 0.75 0.70 1.00 0.60 0.51 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. 2710
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
18: Sunnyside Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
07/21/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 455 981 179 68 1016 355 204 400 179 199 411 v/c Ratio 1.04 0.57 0.21 0.48 0.96 0.46 0.86 1.02 0.99 0.60 0.53 Control Delay 94.7 22.8 3.2 60.5 59.4 16.7 78.1 94.2 116.3 50.2 21.1 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 94.7 22.8 3.2 60.5 59.4 16.7 78.1 94.2 116.3 50.2 21.1 Queue Length 50th (ft) ~347 266 0 47 372 114 142 ~295 128 131 175 Queue Length 95th (ft) #546 333 38 93 #509 195 #267 #489 #272 210 270 Internal Link Dist (ft) 426 710 1247 580
Turn Bay Length (ft) 265 250 250 250 250 300 300
Base Capacity (vph) 438 1718 861 147 1053 764 246 391 180 334 776 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.04 0.57 0.21 0.46 0.96 0.46 0.83 1.02 0.99 0.60 0.53 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
2711
AGENDA ITEM NO. 13.

Queues Tract Map 6343 Project
19: Fowler Avenue & Shepherd Avenue Cumulative Year (2046) WP MIT - PM Pk Hour LSA Synchro 11 Report
04/21/2023 Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 57 645 212 76 726 297 351 389 114 163 282 v/c Ratio 0.40 0.46 0.28 0.50 0.98 0.39 1.04 0.82 0.23 0.92 0.92 Control Delay 52.6 25.0 4.2 55.6 61.0 8.5 99.4 50.8 6.4 94.7 77.1 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 52.6 25.0 4.2 55.6 61.0 8.5 99.4 50.8 6.4 94.7 77.1 Queue Length 50th (ft) 35 165 0 47 ~504 34 ~242 234 0 105 175 Queue Length 95th (ft) 76 221 47 94 #727 98 #417 #384 39 #228 #332 Internal Link Dist (ft) 329 709 846 2563
Turn Bay Length (ft) 115 160 260 205 285 330
Base Capacity (vph) 142 1389 751 160 740 760 339 475 494 178 305 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.40 0.46 0.28 0.47 0.98 0.39 1.04 0.82 0.23 0.92 0.92 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.
2712
AGENDA ITEM NO. 13.

T RAN S P O R T A T I O N I M P A C T A N A L Y S I S
A U G U S T 2 0 2 3
T R A C T MAP 6 3 4 3 P R O J E C T

CL O V I S , C A L I F O R N I A
P:\CIT2201-TM 6343\PRODUCTS\Traffic\March 2023\Reports\Tract Map 6343 Project TIA_August 2023.docx (08/25/23)

APPENDIX H

HCS WORKSHEETS
2713
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) NP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.29
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Bullard Avenue On-Ramp and
Herndon Avenue Off-Ramp
885 3
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 3
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1725 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1070 2
5 Merge Merge Herndon Avenue Slip On-Ramp 1500 2
6 Basic Basic Between Herndon Avenue Slip OnRamp and Fowler Avenue Off-Ramp115 2 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 1869 7098 0.26 66.6 9.4 A
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.962 1869 1032 7200 4000 0.26 0.26 62.6 58.0 10.0 13.4 B Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 811 4688 0.17 64.3 6.3 A
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.991 1040 229 4800 1900 0.22 0.12 65.5 65.5 7.9 8.9 A 2714
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 1.000 1136 84 4800 2000 0.24 0.04 66.1 66.1 8.6 9.4 A Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 1142 4688 0.24 64.4 8.9 A
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 64.7 8.5 8.0 1.20 A
Facility Overall Results
Space Mean Speed, mi/h 64.7 Density, veh/mi/ln 8.0
Average Travel Time, min 1.20 Density, pc/mi/ln 8.5
Messages
Comments
2715
AGENDA ITEM NO. 13.
500
1000
1500
2000
1 2 3 4 5 6
TP1
Segment
Volume Distribution
60 65
70 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
5 10
1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:20:40 Exist_NP_AM_EB.xuf 2716
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) NP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.40
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Fowler Avenue On-Ramp and
Herndon Avenue Off-Ramp
355 2
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 2
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1755 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1500 2
5 Merge Basic Herndon Avenue Slip On-Ramp 1500 3
6 Basic Basic Between Herndon Avenue Slip OnRamp and Bullard Avenue Off-Ramp760 3 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4382 4716 0.93 56.5 38.8 E
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4382 850 4800 2000 0.91 0.43 58.5 58.5 37.5 38.2 E Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3481 4672 0.75 62.4 27.9 D
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.981 4106 625 4800 2000 0.86 0.31 58.0 58.0 35.4 33.9 D 2717
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.982 4666 532 7200 2000 0.65 0.27 71.8 - 21.7 - C Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4691 7008 0.67 63.4 24.7 C
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 62.2 29.3 27.5 1.30 D
Facility Overall Results
Space Mean Speed, mi/h 62.2 Density, veh/mi/ln 27.5
Average Travel Time, min 1.30 Density, pc/mi/ln 29.3
Messages
Comments
2718
AGENDA ITEM NO. 13.
3000
3500
4000
4500
5000
1 2 3 4 5 6
TP1
Segment
Volume Distribution
55 60
65 70
75 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
20 25
30 35
40 1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:23:49 Exist_NP_AM_WB.xuf 2719
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) NP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.29
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Bullard Avenue On-Ramp and
Herndon Avenue Off-Ramp
885 3
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 3
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1725 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1070 2
5 Merge Merge Herndon Avenue Slip On-Ramp 1500 2
6 Basic Basic Between Herndon Avenue Slip OnRamp and Fowler Avenue Off-Ramp115 2 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 5011 7098 0.71 65.1 25.7 C
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.990 5011 1262 7200 4000 0.70 0.32 64.5 57.3 25.9 26.6 C Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3679 4688 0.78 61.9 29.7 D
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.989 4066 387 4800 1900 0.85 0.20 58.3 58.3 34.9 32.4 D 2720
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4284 197 4800 2000 0.89 0.10 57.1 57.1 37.5 33.9 D Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4296 4688 0.92 56.8 37.8 E
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 61.2 30.2 28.4 1.30 D
Facility Overall Results
Space Mean Speed, mi/h 61.2 Density, veh/mi/ln 28.4
Average Travel Time, min 1.30 Density, pc/mi/ln 30.2
Messages
Comments
2721
AGENDA ITEM NO. 13.
3500
4000
4500
5000
5500
1 2 3 4 5 6
TP1
Segment
Volume Distribution
55 60
65 70
1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
25 30
35 40
1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:27:47 Exist_NP_PM_EB.xuf 2722
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) NP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.40
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Fowler Avenue On-Ramp and
Herndon Avenue Off-Ramp
355 2
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 2
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1755 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1500 2
5 Merge Basic Herndon Avenue Slip On-Ramp 1500 3
6 Basic Basic Between Herndon Avenue Slip OnRamp and Bullard Avenue Off-Ramp760 3 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4451 4716 1.01 41.9 53.1 F
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4406 436 4800 2000 0.99 0.22 40.6 59.8 54.2 41.5 F Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3887 4672 0.92 29.4 66.1 F
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.985 4470 583 4800 2000 1.02 0.29 54.6 54.6 40.9 36.8 F 2723
AGENDA ITEM NO. 13.

Consider expanding analysis in time and/or space to resolve this warning.

WARNING 2 Oversaturated conditions currently exist in boundary time period 1. Results may not be reliable.

Consider expanding analysis in time and/or space to resolve this warning.

WARNING 3 Queue extends past the beginning of the facility on time period 1. Consider expanding the length of the facility to account for these vehicles performance and affect on upstream segments.

Comments
2724
AGENDA ITEM NO. 13.
3500
4000
4500
5000
5500
1 2 3 4 5 6
TP1
Segment
Volume Distribution
20 30
40 50
60 70
1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
20 30
40 50
60 70
1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:29:37 Exist_NP_PM_WB.xuf 2725
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) WP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.29
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Bullard Avenue On-Ramp and
Herndon Avenue Off-Ramp
885 3
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 3
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1725 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1070 2
5 Merge Merge Herndon Avenue Slip On-Ramp 1500 2
6 Basic Basic Between Herndon Avenue Slip OnRamp and Fowler Avenue Off-Ramp115 2 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 1897 7098 0.27 66.6 9.5 A
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.962 1897 1059 7200 4000 0.26 0.26 62.5 57.9 10.1 13.6 B Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 811 4688 0.17 64.3 6.3 A
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.991 1040 229 4800 1900 0.22 0.12 65.5 65.5 7.9 8.9 A 2726
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 1.000 1136 84 4800 2000 0.24 0.04 66.1 66.1 8.6 9.4 A Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 1142 4688 0.24 64.4 8.9 A
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 64.6 8.6 8.1 1.20 A
Facility Overall Results
Space Mean Speed, mi/h 64.6 Density, veh/mi/ln 8.1
Average Travel Time, min 1.20 Density, pc/mi/ln 8.6
Messages
Comments
2727
AGENDA ITEM NO. 13.
500
1000
1500
2000
1 2 3 4 5 6
TP1
Segment
Volume Distribution
60 65
70 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
5 10
15 1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:38:19 Exist_WP_AM_EB.xuf 2728
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) WP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.40
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Fowler Avenue On-Ramp and
Herndon Avenue Off-Ramp
355 2
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 2
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1755 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1500 2
5 Merge Basic Herndon Avenue Slip On-Ramp 1500 3
6 Basic Basic Between Herndon Avenue Slip OnRamp and Bullard Avenue Off-Ramp760 3 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4382 4716 0.93 56.5 38.8 E
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4382 850 4800 2000 0.91 0.43 58.5 58.5 37.5 38.2 E Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3481 4672 0.75 62.4 27.9 D
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.981 4186 705 4800 2000 0.87 0.35 57.4 57.4 36.5 34.5 D 2729
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.982 4750 532 7200 2000 0.66 0.27 71.4 - 22.2 - C Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4775 7008 0.68 63.3 25.2 C
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 62.0 29.7 27.9 1.40 D
Facility Overall Results
Space Mean Speed, mi/h 62.0 Density, veh/mi/ln 27.9
Average Travel Time, min 1.40 Density, pc/mi/ln 29.7
Messages
Comments
2730
AGENDA ITEM NO. 13.
3000
3500
4000
4500
5000
1 2 3 4 5 6
TP1
Segment
Volume Distribution
55 60
65 70
75 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
20 25
30 35
40 1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:40:50 Exist_WP_AM_WB.xuf 2731
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) WP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.29
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Bullard Avenue On-Ramp and
Herndon Avenue Off-Ramp
885 3
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 3
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1725 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1070 2
5 Merge Merge Herndon Avenue Slip On-Ramp 1500 2
6 Basic Basic Between Herndon Avenue Slip OnRamp and Fowler Avenue Off-Ramp115 2 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 5106 7098 0.72 64.8 26.3 D
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.990 5106 1352 7200 4000 0.71 0.34 64.1 57.0 26.6 27.4 C Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3679 4688 0.78 61.9 29.7 D
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.989 4066 387 4800 1900 0.85 0.20 58.3 58.3 34.9 32.4 D 2732
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4284 197 4800 2000 0.89 0.10 57.1 57.1 37.5 33.9 D Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4296 4688 0.92 56.8 37.8 E
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 61.1 30.5 28.7 1.30 D
Facility Overall Results
Space Mean Speed, mi/h 61.1 Density, veh/mi/ln 28.7
Average Travel Time, min 1.30 Density, pc/mi/ln 30.5
Messages
Comments
2733
AGENDA ITEM NO. 13.
3500
4000
4500
5000
5500
1 2 3 4 5 6
TP1
Segment
Volume Distribution
55 60
65 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
25 30
35 40
1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:42:11 Exist_WP_PM_EB.xuf 2734
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Existing (2022) WP
Jurisdiction Caltrans Time Period Analyzed P.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.40
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Fowler Avenue On-Ramp and
Herndon Avenue Off-Ramp
355 2
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 2
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1755 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1500 2
5 Merge Basic Herndon Avenue Slip On-Ramp 1500 3
6 Basic Basic Between Herndon Avenue Slip OnRamp and Bullard Avenue Off-Ramp760 3 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4405 4716 1.01 40.4 54.6 F
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4356 436 4800 2000 0.99 0.22 39.0 59.8 55.8 41.5 F Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3833 4672 0.92 28.2 67.9 F
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.985 4470 637 4800 2000 1.03 0.32 54.6 54.6 40.9 36.8 F 2735
AGENDA ITEM NO. 13.

Consider expanding analysis in time and/or space to resolve this warning.

WARNING 2 Oversaturated conditions currently exist in boundary time period 1. Results may not be reliable.

Consider expanding analysis in time and/or space to resolve this warning.

WARNING 3 Queue extends past the beginning of the facility on time period 1. Consider expanding the length of the facility to account for these vehicles performance and affect on upstream segments.

Comments
2736
AGENDA ITEM NO. 13.
3500
4000
4500
5000
5500
1 2 3 4 5 6
TP1
Segment
Volume Distribution
20 30
40 50
60 70
1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
20 30
40 50
60 70
1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:43:30 Exist_WP_PM_WB.xuf 2737
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 2/19/2023
Agency Analysis Year Near Term Year (2026) NP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.29
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Bullard Avenue On-Ramp and
Herndon Avenue Off-Ramp
885 3
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 3
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1725 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1070 2
5 Merge Merge Herndon Avenue Slip On-Ramp 1500 2
6 Basic Basic Between Herndon Avenue Slip OnRamp and Fowler Avenue Off-Ramp115 2 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 2024 7098 0.29 66.6 10.1 A
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.962 2024 1146 7200 4000 0.28 0.29 62.2 57.7 10.8 14.5 B Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 849 4688 0.18 64.2 6.6 A
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.991 1088 239 4800 1900 0.23 0.13 65.5 65.5 8.3 9.3 A 2738
AGENDA ITEM NO. 13.

Segment 5: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 1.000 1190 88 4800 2000 0.25 0.04 66.1 66.1 9.0 9.8 A Segment 6: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 1197 4688 0.26 64.4 9.3 A
Facility Time Period Results
T Speed, mi/h Density, pc/mi/ln Density, veh/mi/ln Travel Time, min LOS 1 64.5 9.1 8.5 1.20 A
Facility Overall Results
Space Mean Speed, mi/h 64.5 Density, veh/mi/ln 8.5
Average Travel Time, min 1.20 Density, pc/mi/ln 9.1
Messages
Comments
2739
AGENDA ITEM NO. 13.
500
1000
1500
2000
2500
1 2 3 4 5 6
TP1
Segment
Volume Distribution
60 65
70 1 2 3 4 5 6
Speed > 60
50 < Speed ≤ 60
40 < Speed ≤ 50
30 < Speed ≤ 40
20 < Speed ≤ 30
Speed ≤ 20
TP1
Segment
Speed Distribution
5 10
15 1 2 3 4 5 6
Density ≤ 11
11 < Density ≤ 18
18 < Density ≤ 26
26 < Density ≤ 35
35 < Density ≤ 45
Density > 45
TP1
Segment
Density Distribution
Copyright © 2023 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 02/20/2023 14:45:25 2026 NT_NP_AM_EB.xuf 2740
AGENDA ITEM NO. 13.

HCS7 Freeway Facilities Report
Project Information
Analyst LSA Date 3/10/2023
Agency Analysis Year Near Term (2026) NP
Jurisdiction Caltrans Time Period Analyzed A.M. Peak Hour Project Description Tract Map 6343 Unit United States Customary Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45.0 Queue Discharge Capacity Drop, % 7 Total Segments 6
Total Time Periods 1 Time Period Duration, min 15
Facility Length, mi 1.40
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic Between Fowler Avenue On-Ramp and
Herndon Avenue Off-Ramp
355 2
2 Diverge Diverge Herndon Avenue Off-Ramp 1500 2
3 Basic Basic Between Herndon Avenue Off-Ramp
and Herndon Avenue Loop On-Ramp
1755 2
4 Merge Merge Herndon Avenue Loop On-Ramp 1500 2
5 Merge Basic Herndon Avenue Slip On-Ramp 1500 3
6 Basic Basic Between Herndon Avenue Slip OnRamp and Bullard Avenue Off-Ramp760 3 Facility Segment Data
Segment 1: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 4463 4716 0.95 55.6 40.1 E
Segment 2: Diverge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.995 4463 857 4800 2000 0.93 0.43 58.5 58.5 38.1 38.9 E Segment 3: Basic
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.94 0.938 3553 4672 0.76 62.1 28.6 D
Segment 4: Merge
Time
Period
PHF fHV Flow Rate
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Freeway Ramp
1 0.94 0.94 0.938 0.981 4435 882 4800 2000 0.92 0.44 54.9 54.9 40.4 36.4 E 2741
AGENDA ITEM NO. 13.

Clovis City CouncilMay 20, 2024

Clovis City Council
May 20, 2024